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2	akgy9S33jDM	Stress-Strain Curves of Concrete and Steel Reinforcement - BS8110. Reinforced Concrete Design.	https://www.youtube.com/watch?v=akgy9S33jDM	Stress-Strain_Curves_of_Concrete_and_Steel_Reinforcement_-_BS8110._Reinforced_Concrete_Design..en.vtt	Hello<00:00:00.320><c> everyone.</c><00:00:01.360><c> Uh</c><00:00:01.760><c> this</c><00:00:02.000><c> is</c><00:00:02.240><c> Dr.</c><00:00:02.560><c> Shriil</c> Hello everyone. Uh this is Dr. Shriil Hello everyone. Uh this is Dr. Shriil Gamal<00:00:03.679><c> and</c><00:00:04.400><c> in</c><00:00:04.720><c> today's</c><00:00:05.200><c> video</c><00:00:05.759><c> we</c><00:00:06.000><c> will</c><00:00:06.240><c> be</c> Gamal and in today's video we will be Gamal and in today's video we will be learning<00:00:07.040><c> about</c><00:00:07.440><c> the</c><00:00:07.759><c> stress</c><00:00:08.240><c> strain</c><00:00:08.639><c> curves</c> learning about the stress strain curves learning about the stress strain curves in<00:00:09.519><c> concrete</c> in concrete in concrete and<00:00:11.679><c> steel</c><00:00:11.920><c> reinforcement</c><00:00:12.719><c> according</c><00:00:13.200><c> to</c><00:00:13.519><c> the</c> and steel reinforcement according to the and steel reinforcement according to the bridge<00:00:14.320><c> standard.</c><00:00:15.759><c> So</c><00:00:16.080><c> before</c><00:00:16.400><c> going</c><00:00:16.720><c> to</c><00:00:16.880><c> the</c> bridge standard. So before going to the bridge standard. So before going to the stress<00:00:17.520><c> strain</c><00:00:18.000><c> curves</c><00:00:18.480><c> and</c><00:00:18.880><c> explaining</c><00:00:19.439><c> them</c> stress strain curves and explaining them stress strain curves and explaining them let's<00:00:20.320><c> learn</c><00:00:20.640><c> together</c><00:00:21.199><c> what</c><00:00:21.520><c> is</c><00:00:21.760><c> the</c><00:00:22.000><c> meaning</c> let's learn together what is the meaning let's learn together what is the meaning of<00:00:23.279><c> stress.</c><00:00:24.640><c> the</c><00:00:24.880><c> stress</c><00:00:25.920><c> if</c><00:00:26.160><c> we</c><00:00:26.480><c> have</c><00:00:27.279><c> uh</c><00:00:27.680><c> any</c> of stress. the stress if we have uh any of stress. the stress if we have uh any concrete<00:00:28.720><c> block</c><00:00:29.199><c> under</c><00:00:30.240><c> compression</c><00:00:30.800><c> forces</c> concrete block under compression forces concrete block under compression forces or<00:00:32.079><c> let's</c><00:00:32.399><c> say</c><00:00:32.640><c> we</c><00:00:32.880><c> have</c><00:00:34.000><c> uh</c><00:00:34.320><c> steer</c> or let's say we have uh steer or let's say we have uh steer reinforcing<00:00:35.520><c> bars</c><00:00:35.920><c> under</c><00:00:36.320><c> tensile</c><00:00:36.880><c> forces.</c> reinforcing bars under tensile forces. reinforcing bars under tensile forces. So<00:00:37.600><c> what</c><00:00:37.840><c> is</c><00:00:38.000><c> the</c><00:00:38.160><c> stress</c><00:00:38.480><c> in</c><00:00:39.040><c> the</c><00:00:39.280><c> concrete</c><00:00:39.760><c> or</c> So what is the stress in the concrete or So what is the stress in the concrete or the<00:00:40.239><c> stress</c><00:00:40.559><c> in</c><00:00:40.800><c> the</c><00:00:40.960><c> rebar</c><00:00:41.760><c> the</c><00:00:42.000><c> stress</c><00:00:42.320><c> is</c> the stress in the rebar the stress is the stress in the rebar the stress is always<00:00:43.040><c> equals</c><00:00:43.440><c> to</c><00:00:43.840><c> the</c><00:00:44.079><c> applied</c><00:00:44.559><c> force</c> always equals to the applied force always equals to the applied force divided<00:00:45.680><c> by</c><00:00:46.000><c> the</c><00:00:46.239><c> cross-sectional</c><00:00:46.960><c> area.</c><00:00:48.000><c> So</c> divided by the cross-sectional area. So divided by the cross-sectional area. So the<00:00:48.399><c> stress</c><00:00:48.960><c> equals</c><00:00:49.520><c> force</c><00:00:50.160><c> divided</c><00:00:50.640><c> by</c><00:00:50.960><c> area.</c> the stress equals force divided by area. the stress equals force divided by area. So<00:00:52.320><c> in</c><00:00:52.559><c> the</c><00:00:52.719><c> case</c><00:00:52.879><c> of</c><00:00:53.120><c> concrete</c><00:00:53.600><c> cube</c><00:00:54.079><c> the</c> So in the case of concrete cube the So in the case of concrete cube the force<00:00:54.559><c> is</c><00:00:54.800><c> the</c><00:00:54.960><c> compression</c><00:00:55.440><c> force</c><00:00:56.239><c> and</c><00:00:56.559><c> the</c> force is the compression force and the force is the compression force and the area<00:00:57.039><c> will</c><00:00:57.280><c> be</c><00:00:57.440><c> the</c><00:00:57.600><c> area</c><00:00:57.840><c> of</c><00:00:58.000><c> the</c><00:00:58.160><c> concrete</c> area will be the area of the concrete area will be the area of the concrete cube<00:01:00.000><c> and</c><00:01:00.239><c> the</c><00:01:00.480><c> same</c><00:01:00.719><c> case</c><00:01:01.039><c> also</c><00:01:01.359><c> in</c><00:01:01.600><c> the</c><00:01:01.840><c> steel</c> cube and the same case also in the steel cube and the same case also in the steel rebar<00:01:03.359><c> the</c><00:01:03.760><c> force</c><00:01:04.159><c> will</c><00:01:04.400><c> be</c><00:01:04.559><c> the</c><00:01:04.720><c> tension</c> rebar the force will be the tension rebar the force will be the tension force<00:01:05.439><c> in</c><00:01:05.680><c> the</c><00:01:05.920><c> bar</c><00:01:06.400><c> and</c><00:01:06.640><c> the</c><00:01:06.880><c> area</c><00:01:07.280><c> will</c><00:01:07.600><c> be</c> force in the bar and the area will be force in the bar and the area will be the<00:01:08.400><c> cross-sectional</c><00:01:09.200><c> area</c><00:01:09.439><c> of</c><00:01:09.600><c> the</c> the cross-sectional area of the the cross-sectional area of the reinforcing<00:01:11.040><c> steel</c><00:01:11.680><c> bar.</c><00:01:12.320><c> So</c><00:01:12.560><c> it</c><00:01:12.799><c> is</c><00:01:12.960><c> always</c> reinforcing steel bar. So it is always reinforcing steel bar. So it is always that<00:01:13.760><c> stress</c><00:01:14.320><c> equals</c><00:01:14.880><c> force</c><00:01:15.760><c> divided</c><00:01:16.240><c> by</c> that stress equals force divided by that stress equals force divided by area.<00:01:17.360><c> Therefore</c><00:01:17.759><c> the</c><00:01:18.000><c> unit</c><00:01:18.320><c> of</c><00:01:18.479><c> the</c><00:01:18.720><c> stress</c> area. Therefore the unit of the stress area. Therefore the unit of the stress equals<00:01:19.680><c> unit</c><00:01:20.000><c> of</c><00:01:20.240><c> force.</c><00:01:20.720><c> It</c><00:01:20.960><c> could</c><00:01:21.200><c> be</c><00:01:21.439><c> kilon</c> equals unit of force. It could be kilon equals unit of force. It could be kilon newton<00:01:22.240><c> or</c><00:01:22.479><c> newton</c><00:01:22.960><c> or</c><00:01:23.200><c> ton</c><00:01:23.920><c> divided</c><00:01:24.479><c> by</c><00:01:25.600><c> uh</c> newton or newton or ton divided by uh newton or newton or ton divided by uh area<00:01:27.280><c> which</c><00:01:27.520><c> is</c><00:01:27.759><c> could</c><00:01:28.000><c> be</c><00:01:28.240><c> mm²ared</c><00:01:29.439><c> or</c><00:01:30.640><c> uh</c> area which is could be mm²ared or uh area which is could be mm²ared or uh m²ared.<00:01:32.159><c> So</c><00:01:32.320><c> it</c><00:01:32.560><c> is</c><00:01:32.720><c> always</c><00:01:33.040><c> kon</c><00:01:33.840><c> per</c><00:01:34.000><c> meter</c> m²ared. So it is always kon per meter m²ared. So it is always kon per meter square<00:01:35.280><c> newton</c><00:01:35.680><c> per</c><00:01:35.840><c> millime</c><00:01:36.400><c> squared</c><00:01:36.880><c> and</c><00:01:37.119><c> so</c> square newton per millime squared and so square newton per millime squared and so on. on. on. So<00:01:39.439><c> the</c><00:01:39.759><c> second</c><00:01:40.079><c> part</c><00:01:40.400><c> is</c><00:01:40.720><c> the</c><00:01:40.880><c> strain.</c><00:01:41.439><c> What</c> So the second part is the strain. What So the second part is the strain. What is<00:01:41.920><c> a</c><00:01:42.159><c> strain?</c><00:01:43.200><c> Let's</c><00:01:43.520><c> assume</c><00:01:43.920><c> that</c><00:01:44.159><c> we</c><00:01:44.400><c> have</c><00:01:44.560><c> a</c> is a strain? Let's assume that we have a is a strain? Let's assume that we have a steer<00:01:45.040><c> reinforcing</c><00:01:45.680><c> bar</c><00:01:46.000><c> fixed</c><00:01:46.479><c> from</c><00:01:46.640><c> one</c> steer reinforcing bar fixed from one steer reinforcing bar fixed from one side<00:01:47.520><c> with</c><00:01:47.840><c> an</c><00:01:48.159><c> initial</c><00:01:48.880><c> length</c><00:01:49.360><c> equals</c><00:01:49.920><c> L</c> side with an initial length equals L side with an initial length equals L sub0.<00:01:51.360><c> So</c><00:01:51.600><c> what</c><00:01:51.840><c> is</c><00:01:52.079><c> going</c><00:01:52.159><c> to</c><00:01:52.320><c> happen</c><00:01:52.560><c> if</c><00:01:52.720><c> we</c> sub0. So what is going to happen if we sub0. So what is going to happen if we apply<00:01:53.200><c> a</c><00:01:53.280><c> tension</c><00:01:53.680><c> force</c><00:01:54.000><c> on</c><00:01:54.240><c> that</c><00:01:54.399><c> bar?</c><00:01:54.720><c> Let's</c> apply a tension force on that bar? Let's apply a tension force on that bar? Let's apply<00:01:55.360><c> a</c><00:01:55.439><c> tension</c><00:01:55.759><c> force.</c><00:01:56.799><c> So</c><00:01:57.600><c> under</c><00:01:58.079><c> this</c> apply a tension force. So under this apply a tension force. So under this tension<00:01:58.640><c> force,</c><00:01:58.960><c> we</c><00:01:59.119><c> will</c><00:01:59.280><c> have</c><00:01:59.600><c> elongation</c> tension force, we will have elongation tension force, we will have elongation of<00:02:00.479><c> the</c><00:02:00.719><c> bar.</c><00:02:01.200><c> So</c><00:02:01.360><c> the</c><00:02:01.600><c> bar</c><00:02:01.840><c> will</c><00:02:02.399><c> elongate</c><00:02:03.439><c> the</c> of the bar. So the bar will elongate the of the bar. So the bar will elongate the length<00:02:03.920><c> will</c><00:02:04.240><c> increase</c><00:02:04.560><c> with</c><00:02:04.799><c> a</c><00:02:05.040><c> distance</c> length will increase with a distance length will increase with a distance equals<00:02:05.920><c> to</c><00:02:06.079><c> delta</c><00:02:06.560><c> L.</c><00:02:07.040><c> So</c><00:02:07.200><c> the</c><00:02:07.439><c> initial</c><00:02:07.920><c> length</c> equals to delta L. So the initial length equals to delta L. So the initial length is<00:02:08.479><c> L</c><00:02:08.800><c> sub0</c><00:02:09.679><c> and</c><00:02:09.920><c> we</c><00:02:10.160><c> have</c><00:02:10.479><c> additional</c><00:02:11.039><c> length</c> is L sub0 and we have additional length is L sub0 and we have additional length due<00:02:11.760><c> to</c><00:02:11.920><c> the</c><00:02:12.239><c> applied</c><00:02:12.800><c> force</c><00:02:13.280><c> equals</c><00:02:13.840><c> to</c><00:02:14.640><c> delta</c> due to the applied force equals to delta due to the applied force equals to delta L.<00:02:15.360><c> So</c><00:02:15.599><c> what</c><00:02:15.840><c> is</c><00:02:16.000><c> the</c><00:02:16.160><c> strain?</c><00:02:16.959><c> The</c><00:02:17.200><c> strain</c><00:02:17.599><c> is</c> L. So what is the strain? The strain is L. So what is the strain? The strain is known<00:02:18.160><c> by</c><00:02:18.480><c> the</c><00:02:19.760><c> increase</c><00:02:20.080><c> in</c><00:02:20.480><c> length</c><00:02:21.040><c> which</c><00:02:21.280><c> is</c> known by the increase in length which is known by the increase in length which is delta<00:02:21.840><c> L</c><00:02:22.080><c> divided</c><00:02:22.480><c> by</c><00:02:22.640><c> the</c><00:02:22.879><c> original</c><00:02:23.200><c> length.</c> delta L divided by the original length. delta L divided by the original length. So<00:02:23.840><c> the</c><00:02:24.000><c> strain</c><00:02:24.560><c> equals</c><00:02:25.280><c> the</c><00:02:25.760><c> elongation</c><00:02:26.480><c> or</c> So the strain equals the elongation or So the strain equals the elongation or the<00:02:27.040><c> increase</c><00:02:27.360><c> in</c><00:02:27.599><c> the</c><00:02:27.760><c> length</c><00:02:28.000><c> divided</c><00:02:28.480><c> by</c> the increase in the length divided by the increase in the length divided by the<00:02:28.879><c> original</c><00:02:29.200><c> length.</c><00:02:29.840><c> And</c><00:02:30.000><c> we</c><00:02:30.160><c> can</c><00:02:30.319><c> see</c><00:02:30.400><c> that</c> the original length. And we can see that the original length. And we can see that both<00:02:30.959><c> of</c><00:02:31.120><c> them</c><00:02:31.360><c> are</c><00:02:31.760><c> length.</c><00:02:32.160><c> This</c><00:02:32.319><c> is</c><00:02:32.480><c> length</c> both of them are length. This is length both of them are length. This is length in<00:02:33.040><c> meter</c><00:02:33.680><c> meter</c><00:02:34.160><c> millimeter</c><00:02:34.720><c> millimeter.</c><00:02:35.360><c> So</c> in meter meter millimeter millimeter. So in meter meter millimeter millimeter. So it<00:02:35.680><c> is</c><00:02:35.760><c> unitless.</c><00:02:36.560><c> no</c><00:02:36.800><c> units</c><00:02:37.200><c> for</c><00:02:37.840><c> the</c><00:02:38.080><c> strain.</c> it is unitless. no units for the strain. it is unitless. no units for the strain. So<00:02:39.519><c> after</c><00:02:39.920><c> we</c><00:02:40.319><c> know</c><00:02:40.560><c> the</c><00:02:40.879><c> stress</c><00:02:41.200><c> and</c><00:02:41.519><c> the</c> So after we know the stress and the So after we know the stress and the strain<00:02:42.720><c> definitions</c><00:02:43.760><c> this</c><00:02:44.080><c> stress</c><00:02:44.400><c> and</c><00:02:44.640><c> the</c> strain definitions this stress and the strain definitions this stress and the strains<00:02:45.360><c> can</c><00:02:45.680><c> be</c><00:02:46.000><c> compressive</c><00:02:47.360><c> stress</c><00:02:47.760><c> or</c> strains can be compressive stress or strains can be compressive stress or strain<00:02:48.480><c> if</c><00:02:48.720><c> we</c><00:02:48.879><c> have</c><00:02:49.040><c> a</c><00:02:49.280><c> compression</c><00:02:49.840><c> force</c> strain if we have a compression force strain if we have a compression force and<00:02:50.800><c> for</c><00:02:51.120><c> an</c><00:02:51.360><c> example</c><00:02:51.760><c> for</c><00:02:52.000><c> that</c><00:02:52.239><c> is</c><00:02:52.400><c> the</c> and for an example for that is the and for an example for that is the concrete<00:02:53.040><c> cube</c><00:02:53.360><c> under</c><00:02:53.680><c> compression</c><00:02:54.239><c> force</c> concrete cube under compression force concrete cube under compression force and<00:02:55.360><c> also</c><00:02:55.760><c> it</c><00:02:55.920><c> could</c><00:02:56.160><c> be</c><00:02:56.480><c> tensile</c><00:02:57.360><c> stress</c><00:02:57.840><c> and</c> and also it could be tensile stress and and also it could be tensile stress and strains<00:02:59.440><c> and</c><00:02:59.760><c> for</c><00:03:00.000><c> example</c><00:03:00.400><c> for</c><00:03:00.640><c> that</c><00:03:01.040><c> we</c><00:03:01.360><c> have</c> strains and for example for that we have strains and for example for that we have the<00:03:02.159><c> steel</c><00:03:02.480><c> bars</c><00:03:02.879><c> under</c><00:03:03.200><c> tension</c><00:03:03.680><c> force.</c><00:03:04.080><c> So</c> the steel bars under tension force. So the steel bars under tension force. So we<00:03:04.400><c> will</c><00:03:04.560><c> have</c><00:03:04.720><c> tensile</c><00:03:05.440><c> stresses</c><00:03:05.920><c> and</c> we will have tensile stresses and we will have tensile stresses and tensile<00:03:06.879><c> strains</c><00:03:07.360><c> in</c><00:03:07.599><c> the</c><00:03:08.239><c> bars.</c><00:03:09.440><c> Now</c><00:03:10.319><c> what</c><00:03:10.640><c> is</c> tensile strains in the bars. Now what is tensile strains in the bars. Now what is the<00:03:10.959><c> stress</c><00:03:11.440><c> strain</c><00:03:11.760><c> relation</c><00:03:12.239><c> of</c><00:03:12.560><c> concrete?</c> the stress strain relation of concrete? the stress strain relation of concrete? This<00:03:13.920><c> stress</c><00:03:14.319><c> strain</c><00:03:14.640><c> relationship</c><00:03:15.200><c> of</c> This stress strain relationship of This stress strain relationship of concrete<00:03:15.920><c> is</c><00:03:16.159><c> very</c><00:03:16.480><c> important</c><00:03:17.040><c> because</c><00:03:17.519><c> using</c> concrete is very important because using concrete is very important because using this<00:03:18.239><c> one</c><00:03:18.480><c> we</c><00:03:18.800><c> can</c><00:03:19.440><c> analyze</c><00:03:20.080><c> and</c><00:03:20.640><c> understand</c> this one we can analyze and understand this one we can analyze and understand uh<00:03:21.920><c> the</c><00:03:22.159><c> internal</c><00:03:22.800><c> stresses</c><00:03:23.360><c> and</c><00:03:24.159><c> design</c><00:03:24.640><c> of</c> uh the internal stresses and design of uh the internal stresses and design of reinforced<00:03:26.000><c> concrete</c><00:03:26.480><c> sections.</c><00:03:26.959><c> So</c><00:03:27.120><c> how</c><00:03:27.360><c> we</c> reinforced concrete sections. So how we reinforced concrete sections. So how we measure<00:03:28.080><c> the</c><00:03:28.319><c> stress</c><00:03:28.720><c> strain</c><00:03:29.040><c> relation</c><00:03:29.360><c> in</c> measure the stress strain relation in measure the stress strain relation in concrete?<00:03:30.159><c> We</c><00:03:30.400><c> do</c><00:03:30.560><c> that</c><00:03:31.200><c> using</c><00:03:31.760><c> concrete</c><00:03:32.239><c> cube</c> concrete? We do that using concrete cube concrete? We do that using concrete cube or<00:03:32.799><c> concrete</c><00:03:33.599><c> cylinder</c><00:03:34.080><c> under</c><00:03:35.040><c> uh</c> or concrete cylinder under uh or concrete cylinder under uh compression<00:03:35.760><c> force.</c><00:03:36.560><c> So</c><00:03:36.799><c> the</c><00:03:37.040><c> force</c><00:03:38.080><c> will</c><00:03:38.480><c> get</c> compression force. So the force will get compression force. So the force will get it<00:03:38.879><c> from</c><00:03:39.120><c> the</c><00:03:39.599><c> machine</c><00:03:39.920><c> itself</c><00:03:40.640><c> and</c><00:03:40.959><c> the</c> it from the machine itself and the it from the machine itself and the strains<00:03:41.599><c> will</c><00:03:41.920><c> measure</c><00:03:42.239><c> them</c><00:03:42.480><c> using</c><00:03:42.879><c> LVDTs</c> strains will measure them using LVDTs strains will measure them using LVDTs connected<00:03:44.640><c> to</c><00:03:45.360><c> the</c><00:03:46.080><c> uh</c><00:03:46.400><c> cube</c><00:03:46.799><c> and</c><00:03:46.959><c> the</c> connected to the uh cube and the connected to the uh cube and the machine.<00:03:47.920><c> So</c><00:03:48.159><c> how</c><00:03:48.400><c> to</c><00:03:48.560><c> do</c><00:03:48.720><c> that?</c><00:03:49.040><c> You</c><00:03:49.200><c> apply</c><00:03:49.519><c> a</c> machine. So how to do that? You apply a machine. So how to do that? You apply a force<00:03:50.480><c> using</c><00:03:51.040><c> the</c><00:03:51.280><c> machine</c><00:03:52.080><c> and</c><00:03:52.319><c> then</c><00:03:52.560><c> we</c><00:03:52.799><c> have</c> force using the machine and then we have force using the machine and then we have a<00:03:53.120><c> vertical</c><00:03:53.519><c> axis.</c><00:03:54.080><c> we</c><00:03:54.319><c> will</c><00:03:54.480><c> draw</c><00:03:54.720><c> the</c><00:03:54.959><c> stress</c> a vertical axis. we will draw the stress a vertical axis. we will draw the stress which<00:03:56.000><c> is</c><00:03:56.159><c> equal</c><00:03:56.480><c> the</c><00:03:56.720><c> force</c><00:03:56.959><c> divided</c><00:03:57.439><c> by</c><00:03:57.519><c> the</c> which is equal the force divided by the which is equal the force divided by the cross-sectional<00:03:58.480><c> area</c><00:03:59.200><c> and</c><00:03:59.439><c> the</c><00:03:59.680><c> strain</c><00:04:00.159><c> it</c> cross-sectional area and the strain it cross-sectional area and the strain it will<00:04:00.480><c> be</c><00:04:00.640><c> the</c><00:04:00.879><c> change</c><00:04:01.120><c> in</c><00:04:01.280><c> the</c><00:04:01.439><c> length</c><00:04:01.760><c> divided</c> will be the change in the length divided will be the change in the length divided by<00:04:02.319><c> the</c><00:04:02.560><c> original</c><00:04:02.879><c> length.</c><00:04:03.439><c> So</c><00:04:03.680><c> under</c><00:04:04.000><c> this</c> by the original length. So under this by the original length. So under this applied<00:04:04.640><c> load</c><00:04:04.879><c> from</c><00:04:05.040><c> the</c><00:04:05.280><c> machine</c><00:04:06.560><c> we</c><00:04:06.799><c> will</c> applied load from the machine we will applied load from the machine we will have<00:04:07.120><c> this</c><00:04:07.519><c> strain</c><00:04:08.480><c> relation</c><00:04:08.879><c> of</c><00:04:09.200><c> concrete</c> have this strain relation of concrete have this strain relation of concrete until<00:04:10.480><c> it</c><00:04:10.720><c> reaches</c><00:04:11.120><c> a</c><00:04:11.360><c> maximum</c><00:04:12.159><c> force</c><00:04:12.879><c> or</c><00:04:13.120><c> the</c> until it reaches a maximum force or the until it reaches a maximum force or the crushing<00:04:14.480><c> uh</c><00:04:14.720><c> strain</c><00:04:15.200><c> of</c><00:04:15.519><c> the</c><00:04:15.920><c> concrete</c> crushing uh strain of the concrete crushing uh strain of the concrete cylinder<00:04:16.799><c> or</c><00:04:17.040><c> concrete</c><00:04:17.680><c> tube.</c><00:04:18.479><c> However,</c><00:04:18.959><c> this</c> cylinder or concrete tube. However, this cylinder or concrete tube. However, this stress<00:04:19.680><c> strain</c><00:04:20.079><c> curve</c><00:04:20.400><c> you</c><00:04:20.639><c> can</c><00:04:20.799><c> see</c><00:04:20.959><c> it</c><00:04:21.199><c> is</c> stress strain curve you can see it is stress strain curve you can see it is nonlinear<00:04:22.479><c> and</c><00:04:22.880><c> is</c><00:04:23.120><c> difficult</c><00:04:23.440><c> to</c><00:04:23.680><c> be</c><00:04:23.919><c> used</c><00:04:24.240><c> to</c> nonlinear and is difficult to be used to nonlinear and is difficult to be used to analyze<00:04:25.520><c> and</c><00:04:25.759><c> design</c><00:04:26.160><c> of</c><00:04:26.320><c> reinforced</c> analyze and design of reinforced analyze and design of reinforced concrete<00:04:27.280><c> section.</c><00:04:27.840><c> So</c><00:04:29.280><c> different</c><00:04:29.680><c> design</c> concrete section. So different design concrete section. So different design codes<00:04:30.479><c> they</c><00:04:30.880><c> use</c><00:04:31.280><c> idealized</c><00:04:32.080><c> stress</c><00:04:32.400><c> strain</c> codes they use idealized stress strain codes they use idealized stress strain curves.<00:04:33.520><c> They</c><00:04:33.840><c> have</c><00:04:34.000><c> to</c><00:04:34.240><c> make</c><00:04:34.639><c> changes</c><00:04:35.120><c> to</c> curves. They have to make changes to curves. They have to make changes to simplify<00:04:36.000><c> this</c><00:04:36.400><c> stress</c><00:04:36.720><c> strain</c><00:04:37.120><c> curve</c><00:04:37.440><c> to</c><00:04:37.680><c> be</c> simplify this stress strain curve to be simplify this stress strain curve to be easier<00:04:38.240><c> for</c><00:04:39.199><c> engineers</c><00:04:39.919><c> to</c><00:04:40.240><c> use</c><00:04:40.960><c> in</c><00:04:41.280><c> the</c> easier for engineers to use in the easier for engineers to use in the design<00:04:41.840><c> and</c><00:04:42.080><c> in</c><00:04:42.240><c> the</c><00:04:42.400><c> analysis</c><00:04:42.800><c> of</c><00:04:42.960><c> the</c> design and in the analysis of the design and in the analysis of the section.<00:04:43.440><c> So</c><00:04:43.600><c> this</c><00:04:43.840><c> is</c><00:04:43.919><c> the</c><00:04:44.160><c> original</c><00:04:44.560><c> stress</c> section. So this is the original stress section. So this is the original stress strain<00:04:45.280><c> curve</c><00:04:46.080><c> where</c><00:04:46.400><c> is</c><00:04:46.639><c> the</c><00:04:47.040><c> idealized</c><00:04:48.000><c> one.</c> strain curve where is the idealized one. strain curve where is the idealized one. The<00:04:48.720><c> idealized</c><00:04:49.360><c> one</c><00:04:49.680><c> is</c><00:04:50.240><c> this</c><00:04:50.720><c> curve</c><00:04:51.199><c> here.</c><00:04:51.440><c> We</c> The idealized one is this curve here. We The idealized one is this curve here. We can<00:04:51.840><c> see</c><00:04:52.000><c> it</c><00:04:52.240><c> start</c><00:04:52.560><c> by</c><00:04:52.800><c> nonlinear</c><00:04:53.440><c> part</c><00:04:54.160><c> until</c> can see it start by nonlinear part until can see it start by nonlinear part until reaching<00:04:54.800><c> a</c><00:04:55.040><c> maximum</c><00:04:55.520><c> value</c><00:04:55.840><c> then</c><00:04:56.080><c> goes</c> reaching a maximum value then goes reaching a maximum value then goes horizontal<00:04:56.960><c> until</c><00:04:57.759><c> the</c><00:04:58.240><c> crushing</c><00:04:58.639><c> of</c><00:04:58.880><c> the</c> horizontal until the crushing of the horizontal until the crushing of the concrete.<00:04:59.759><c> So</c><00:05:00.000><c> let's</c><00:05:00.400><c> understand</c><00:05:00.880><c> this</c> concrete. So let's understand this concrete. So let's understand this stress<00:05:01.600><c> strain</c><00:05:01.919><c> curve.</c><00:05:02.560><c> The</c><00:05:02.800><c> maximum</c><00:05:03.280><c> value</c> stress strain curve. The maximum value stress strain curve. The maximum value here<00:05:03.919><c> according</c><00:05:04.320><c> to</c><00:05:04.479><c> the</c><00:05:04.800><c> BS</c><00:05:05.280><c> code</c><00:05:06.240><c> equals</c><00:05:06.720><c> to</c> here according to the BS code equals to here according to the BS code equals to 67<00:05:08.320><c> FCU</c><00:05:09.120><c> divided</c><00:05:09.680><c> by</c><00:05:10.160><c> gamma</c><00:05:10.560><c> M</c><00:05:11.759><c> 67</c><00:05:12.479><c> FCU</c><00:05:13.199><c> divided</c> 67 FCU divided by gamma M 67 FCU divided 67 FCU divided by gamma M 67 FCU divided by<00:05:13.840><c> gamma</c><00:05:14.240><c> M.</c><00:05:14.720><c> So</c><00:05:14.960><c> what</c><00:05:15.199><c> is</c><00:05:15.280><c> the</c><00:05:15.520><c> FCU?</c><00:05:16.160><c> It</c><00:05:16.320><c> is</c> by gamma M. So what is the FCU? It is by gamma M. So what is the FCU? It is the<00:05:16.639><c> concrete</c><00:05:17.039><c> compressive</c><00:05:18.160><c> strength</c> the concrete compressive strength the concrete compressive strength concrete<00:05:19.520><c> compressive</c><00:05:20.000><c> strength</c><00:05:20.320><c> of</c><00:05:20.560><c> the</c> concrete compressive strength of the concrete compressive strength of the concrete<00:05:21.280><c> cube</c><00:05:22.320><c> and</c><00:05:22.639><c> the</c><00:05:22.880><c> gamma</c><00:05:23.280><c> m</c><00:05:23.520><c> is</c><00:05:23.680><c> a</c> concrete cube and the gamma m is a concrete cube and the gamma m is a material<00:05:24.400><c> safety</c><00:05:24.800><c> factor</c><00:05:25.520><c> and</c><00:05:25.759><c> according</c><00:05:26.240><c> to</c> material safety factor and according to material safety factor and according to the<00:05:26.639><c> bridge</c><00:05:27.039><c> standard</c><00:05:27.440><c> the</c><00:05:27.680><c> material</c><00:05:28.080><c> safety</c> the bridge standard the material safety the bridge standard the material safety factor<00:05:28.960><c> equals</c><00:05:29.840><c> 1.5</c><00:05:30.960><c> for</c><00:05:31.280><c> concrete</c><00:05:32.240><c> in</c> factor equals 1.5 for concrete in factor equals 1.5 for concrete in flexure<00:05:32.960><c> under</c><00:05:33.280><c> compression</c><00:05:34.000><c> it</c><00:05:34.240><c> is</c><00:05:34.479><c> 1.5.</c><00:05:35.919><c> So</c> flexure under compression it is 1.5. So flexure under compression it is 1.5. So if<00:05:36.479><c> we</c><00:05:36.639><c> replace</c><00:05:36.960><c> the</c><00:05:37.199><c> value</c><00:05:37.440><c> of</c><00:05:37.600><c> gamma</c><00:05:38.000><c> m</c><00:05:38.240><c> here</c> if we replace the value of gamma m here if we replace the value of gamma m here by<00:05:38.720><c> 1.5</c><00:05:39.520><c> let's</c><00:05:39.840><c> do</c><00:05:40.000><c> that.</c><00:05:40.560><c> So</c><00:05:41.280><c> 67</c><00:05:41.840><c> FCU</c><00:05:42.560><c> divided</c> by 1.5 let's do that. So 67 FCU divided by 1.5 let's do that. So 67 FCU divided by<00:05:43.360><c> 1.5</c><00:05:44.160><c> which</c><00:05:44.400><c> is</c><00:05:44.560><c> the</c><00:05:44.720><c> gamma</c><00:05:45.120><c> m</c><00:05:45.600><c> this</c><00:05:45.840><c> will</c> by 1.5 which is the gamma m this will by 1.5 which is the gamma m this will equal equal equal 045<00:05:48.720><c> FCU.</c><00:05:49.759><c> So</c><00:05:50.080><c> the</c><00:05:50.400><c> maximum</c><00:05:50.960><c> value</c><00:05:51.600><c> of</c><00:05:51.840><c> the</c> 045 FCU. So the maximum value of the 045 FCU. So the maximum value of the stress<00:05:52.560><c> in</c><00:05:52.880><c> the</c><00:05:53.280><c> concrete</c><00:05:53.840><c> cube</c><00:05:54.800><c> equals</c><00:05:55.840><c> 045</c> stress in the concrete cube equals 045 stress in the concrete cube equals 045 FCU<00:05:57.520><c> which</c><00:05:58.000><c> means</c><00:05:58.320><c> it</c><00:05:58.560><c> is</c><00:05:58.720><c> less</c><00:05:58.960><c> than</c><00:05:59.280><c> 50%</c><00:06:00.080><c> of</c> FCU which means it is less than 50% of FCU which means it is less than 50% of the<00:06:00.560><c> concrete</c><00:06:01.039><c> compressive</c><00:06:01.600><c> strength</c><00:06:01.919><c> of</c><00:06:02.080><c> the</c> the concrete compressive strength of the the concrete compressive strength of the cube.<00:06:02.960><c> And</c><00:06:03.120><c> why</c><00:06:03.440><c> is</c><00:06:03.600><c> that</c><00:06:03.919><c> difference?</c><00:06:04.800><c> to</c> cube. And why is that difference? to cube. And why is that difference? to have<00:06:05.600><c> a</c><00:06:05.919><c> good</c><00:06:06.160><c> factor</c><00:06:06.479><c> of</c><00:06:06.720><c> safety</c><00:06:07.360><c> and</c><00:06:07.680><c> to</c> have a good factor of safety and to have a good factor of safety and to ensure<00:06:08.160><c> that</c><00:06:08.400><c> we</c><00:06:08.639><c> will</c><00:06:08.800><c> not</c><00:06:08.960><c> have</c><00:06:09.440><c> a</c><00:06:09.759><c> crushing</c> ensure that we will not have a crushing ensure that we will not have a crushing of<00:06:10.560><c> the</c><00:06:11.199><c> concrete.</c> of the concrete. of the concrete. So<00:06:13.520><c> the</c><00:06:13.840><c> maximum</c><00:06:14.319><c> strain</c><00:06:14.720><c> here</c><00:06:15.039><c> it</c><00:06:15.280><c> is</c><00:06:15.440><c> very</c> So the maximum strain here it is very So the maximum strain here it is very important<00:06:16.160><c> point</c><00:06:16.560><c> according</c><00:06:16.960><c> to</c><00:06:17.039><c> the</c><00:06:17.280><c> BS</c> important point according to the BS important point according to the BS code.<00:06:18.400><c> This</c><00:06:18.720><c> value</c><00:06:19.120><c> here</c><00:06:19.440><c> it</c><00:06:19.759><c> calls</c><00:06:20.080><c> epsilon</c> code. This value here it calls epsilon code. This value here it calls epsilon CU<00:06:21.840><c> which</c><00:06:22.080><c> is</c><00:06:22.160><c> the</c><00:06:22.479><c> ultimate</c><00:06:22.880><c> strain</c><00:06:23.280><c> in</c><00:06:23.520><c> the</c> CU which is the ultimate strain in the CU which is the ultimate strain in the concrete<00:06:24.160><c> cube</c><00:06:24.720><c> and</c><00:06:24.960><c> we</c><00:06:25.120><c> can</c><00:06:25.280><c> see</c><00:06:25.440><c> here</c><00:06:25.680><c> the</c> concrete cube and we can see here the concrete cube and we can see here the maximum<00:06:26.400><c> value</c><00:06:27.039><c> or</c><00:06:27.360><c> the</c><00:06:27.600><c> ultimate</c><00:06:27.919><c> strain</c> maximum value or the ultimate strain maximum value or the ultimate strain equals<00:06:29.360><c> 035.</c> equals 035. equals 035. So<00:06:32.319><c> what</c><00:06:32.800><c> does</c><00:06:32.960><c> it</c><00:06:33.199><c> mean</c><00:06:33.440><c> this</c><00:06:33.680><c> value?</c><00:06:34.000><c> It</c> So what does it mean this value? It So what does it mean this value? It means<00:06:34.400><c> if</c><00:06:34.639><c> the</c><00:06:34.880><c> strains</c><00:06:35.199><c> in</c><00:06:35.440><c> the</c><00:06:35.600><c> concrete</c> means if the strains in the concrete means if the strains in the concrete reached<00:06:37.199><c> this</c><00:06:37.680><c> value</c><00:06:38.080><c> which</c><00:06:38.240><c> is</c><00:06:38.400><c> a</c> reached this value which is a reached this value which is a compressive<00:06:39.120><c> strains.</c><00:06:40.000><c> If</c><00:06:40.160><c> it</c><00:06:40.319><c> reaches</c><00:06:40.720><c> that</c> compressive strains. If it reaches that compressive strains. If it reaches that value<00:06:41.520><c> it</c><00:06:41.759><c> means</c><00:06:42.000><c> we</c><00:06:42.319><c> assume</c><00:06:42.639><c> that</c><00:06:42.960><c> the</c> value it means we assume that the value it means we assume that the concrete<00:06:44.080><c> will</c><00:06:44.319><c> crush</c><00:06:44.960><c> and</c><00:06:45.280><c> it</c><00:06:45.440><c> will</c><00:06:45.600><c> not</c><00:06:45.840><c> be</c> concrete will crush and it will not be concrete will crush and it will not be able<00:06:46.160><c> to</c><00:06:46.319><c> resist</c><00:06:46.800><c> any</c><00:06:47.120><c> additional</c><00:06:48.080><c> forces</c><00:06:48.479><c> or</c> able to resist any additional forces or able to resist any additional forces or any<00:06:49.039><c> additional</c><00:06:49.440><c> compressive</c><00:06:50.000><c> strains.</c><00:06:50.800><c> So</c> any additional compressive strains. So any additional compressive strains. So once<00:06:51.360><c> we</c><00:06:51.520><c> reach</c><00:06:51.919><c> this</c><00:06:52.160><c> value</c><00:06:52.639><c> we</c><00:06:52.880><c> assume</c><00:06:53.440><c> that</c> once we reach this value we assume that once we reach this value we assume that the<00:06:54.080><c> concrete</c><00:06:54.479><c> is</c><00:06:54.639><c> already</c><00:06:55.120><c> crushed</c><00:06:55.520><c> and</c><00:06:55.759><c> we</c> the concrete is already crushed and we the concrete is already crushed and we have<00:06:56.080><c> a</c><00:06:56.319><c> collapse</c><00:06:56.720><c> of</c><00:06:56.960><c> the</c><00:06:57.759><c> section</c><00:06:58.160><c> that</c><00:06:58.479><c> we</c> have a collapse of the section that we have a collapse of the section that we are<00:06:58.960><c> designing</c><00:06:59.360><c> or</c><00:06:59.680><c> analyzing.</c> are designing or analyzing. are designing or analyzing. What<00:07:02.319><c> is</c><00:07:02.479><c> the</c><00:07:03.360><c> uh</c><00:07:04.080><c> slope</c><00:07:04.479><c> of</c><00:07:04.639><c> that</c><00:07:04.880><c> one?</c><00:07:05.199><c> The</c> What is the uh slope of that one? The What is the uh slope of that one? The initial<00:07:05.759><c> slope</c><00:07:06.160><c> here</c><00:07:06.400><c> from</c><00:07:06.639><c> the</c><00:07:06.880><c> beginning</c><00:07:08.240><c> of</c> initial slope here from the beginning of initial slope here from the beginning of this<00:07:08.880><c> stress</c><00:07:09.280><c> strain</c><00:07:09.599><c> curve.</c><00:07:09.919><c> It</c><00:07:10.160><c> will</c><00:07:10.240><c> give</c> this stress strain curve. It will give this stress strain curve. It will give us<00:07:10.560><c> the</c><00:07:10.720><c> modus</c><00:07:11.199><c> oracity</c><00:07:11.759><c> of</c><00:07:12.000><c> the</c><00:07:12.639><c> concrete.</c><00:07:13.280><c> So</c> us the modus oracity of the concrete. So us the modus oracity of the concrete. So this<00:07:14.319><c> E</c><00:07:14.720><c> sub</c><00:07:15.120><c> C</c><00:07:15.360><c> equals</c><00:07:15.680><c> the</c><00:07:15.840><c> modulus</c><00:07:16.319><c> or</c><00:07:16.639><c> 60</c> this E sub C equals the modulus or 60 this E sub C equals the modulus or 60 and<00:07:17.440><c> we</c><00:07:17.680><c> can</c><00:07:17.840><c> get</c><00:07:17.919><c> it</c><00:07:18.160><c> from</c><00:07:18.479><c> this</c><00:07:18.880><c> equation</c><00:07:19.280><c> in</c> and we can get it from this equation in and we can get it from this equation in Kon<00:07:20.240><c> per</c><00:07:20.400><c> millm</c><00:07:21.520><c> squared.</c><00:07:22.160><c> So</c><00:07:22.400><c> the</c><00:07:22.720><c> important</c> Kon per millm squared. So the important Kon per millm squared. So the important points<00:07:23.599><c> here</c><00:07:23.840><c> in</c><00:07:24.160><c> the</c><00:07:24.319><c> stress</c><00:07:24.720><c> strain</c><00:07:25.120><c> curve</c> points here in the stress strain curve points here in the stress strain curve according<00:07:25.919><c> to</c><00:07:26.080><c> the</c><00:07:26.240><c> BSU</c><00:07:26.720><c> code</c><00:07:26.960><c> is</c><00:07:27.199><c> the</c><00:07:27.759><c> maximum</c> according to the BSU code is the maximum according to the BSU code is the maximum stress<00:07:28.960><c> equals</c><00:07:29.520><c> 045</c><00:07:30.479><c> FCU</c><00:07:31.520><c> and</c><00:07:31.759><c> the</c><00:07:32.080><c> ultimate</c> stress equals 045 FCU and the ultimate stress equals 045 FCU and the ultimate strain<00:07:33.039><c> equals</c><00:07:33.599><c> 0.0035.</c> strain equals 0.0035. strain equals 0.0035. In<00:07:36.080><c> other</c><00:07:36.319><c> codes</c><00:07:36.639><c> like</c><00:07:36.880><c> the</c><00:07:37.039><c> ACI</c><00:07:37.599><c> code,</c><00:07:38.000><c> the</c> In other codes like the ACI code, the In other codes like the ACI code, the ultimate<00:07:38.639><c> strain</c><00:07:39.120><c> here</c><00:07:39.440><c> is</c><00:07:39.759><c> not</c><00:07:40.319><c> 00035.</c><00:07:41.520><c> It</c><00:07:41.680><c> is</c> ultimate strain here is not 00035. It is ultimate strain here is not 00035. It is only<00:07:42.160><c> 0.003.</c> only 0.003. only 0.003. But<00:07:44.000><c> according</c><00:07:44.400><c> to</c><00:07:44.560><c> the</c><00:07:44.720><c> BS</c><00:07:45.199><c> code,</c><00:07:45.520><c> this</c><00:07:45.680><c> is</c> But according to the BS code, this is But according to the BS code, this is the<00:07:45.919><c> value</c><00:07:46.160><c> that</c><00:07:46.400><c> we</c><00:07:46.560><c> have</c><00:07:46.720><c> to</c><00:07:46.960><c> consider.</c><00:07:47.599><c> And</c> the value that we have to consider. And the value that we have to consider. And if<00:07:48.000><c> we</c><00:07:48.240><c> exceeded</c><00:07:48.639><c> that</c><00:07:48.880><c> value,</c><00:07:49.199><c> we</c><00:07:49.360><c> have</c><00:07:49.440><c> a</c> if we exceeded that value, we have a if we exceeded that value, we have a collapse<00:07:50.080><c> of</c><00:07:50.240><c> the</c><00:07:51.039><c> concrete.</c> collapse of the concrete. collapse of the concrete. Now<00:07:53.120><c> let's</c><00:07:53.520><c> move</c><00:07:53.680><c> to</c><00:07:54.080><c> the</c><00:07:54.479><c> stress</c><00:07:54.960><c> strain</c> Now let's move to the stress strain Now let's move to the stress strain curve<00:07:55.680><c> of</c><00:07:55.919><c> the</c><00:07:56.080><c> second</c><00:07:56.879><c> part</c><00:07:57.199><c> of</c><00:07:57.759><c> uh</c> curve of the second part of uh curve of the second part of uh reinforced<00:07:58.560><c> concrete</c><00:07:58.960><c> section</c><00:07:59.360><c> which</c><00:07:59.520><c> is</c><00:07:59.599><c> the</c> reinforced concrete section which is the reinforced concrete section which is the steel<00:08:00.240><c> reinforcement.</c><00:08:01.360><c> How</c><00:08:01.680><c> we</c><00:08:01.919><c> measure</c><00:08:02.240><c> the</c> steel reinforcement. How we measure the steel reinforcement. How we measure the stress<00:08:02.879><c> strain</c><00:08:03.199><c> curve</c><00:08:03.680><c> and</c><00:08:04.319><c> steel</c><00:08:04.800><c> bar?</c><00:08:05.360><c> We</c> stress strain curve and steel bar? We stress strain curve and steel bar? We put<00:08:06.080><c> a</c><00:08:06.319><c> steel</c><00:08:06.639><c> bar</c><00:08:06.960><c> in</c><00:08:07.520><c> a</c><00:08:07.759><c> tensile</c><00:08:08.560><c> under</c> put a steel bar in a tensile under put a steel bar in a tensile under tension<00:08:09.360><c> in</c><00:08:09.680><c> a</c><00:08:09.919><c> machine</c><00:08:10.240><c> and</c><00:08:10.479><c> we</c><00:08:10.639><c> apply</c><00:08:10.879><c> a</c> tension in a machine and we apply a tension in a machine and we apply a tension<00:08:11.440><c> force</c><00:08:11.840><c> here.</c><00:08:12.240><c> Then</c><00:08:12.479><c> again</c><00:08:13.120><c> we</c><00:08:13.360><c> will</c> tension force here. Then again we will tension force here. Then again we will get<00:08:13.680><c> the</c><00:08:13.919><c> stress</c><00:08:14.160><c> and</c><00:08:14.400><c> draw</c><00:08:14.639><c> it</c><00:08:14.800><c> in</c><00:08:14.960><c> the</c> get the stress and draw it in the get the stress and draw it in the vertical<00:08:15.440><c> axis</c><00:08:15.759><c> and</c><00:08:16.000><c> the</c><00:08:16.160><c> strain</c><00:08:16.479><c> will</c><00:08:16.639><c> be</c><00:08:16.720><c> in</c> vertical axis and the strain will be in vertical axis and the strain will be in the<00:08:17.039><c> horizontal</c><00:08:17.520><c> axis.</c><00:08:18.479><c> So</c><00:08:18.879><c> because</c><00:08:19.280><c> the</c> the horizontal axis. So because the the horizontal axis. So because the steel<00:08:20.000><c> is</c><00:08:20.160><c> a</c><00:08:20.319><c> homogeneous</c><00:08:21.039><c> material</c><00:08:21.520><c> so</c><00:08:22.240><c> it</c> steel is a homogeneous material so it steel is a homogeneous material so it behaves<00:08:22.960><c> in</c><00:08:23.199><c> the</c><00:08:23.440><c> same</c><00:08:23.680><c> d</c><00:08:24.400><c> way</c><00:08:24.800><c> under</c><00:08:25.199><c> tension</c> behaves in the same d way under tension behaves in the same d way under tension or<00:08:25.840><c> in</c><00:08:26.080><c> under</c><00:08:26.479><c> compression.</c> or in under compression. or in under compression. So<00:08:28.479><c> here</c><00:08:28.879><c> this</c><00:08:29.120><c> is</c><00:08:29.360><c> showing</c><00:08:29.599><c> the</c><00:08:29.840><c> stress</c> So here this is showing the stress So here this is showing the stress strain<00:08:30.639><c> curve</c><00:08:31.120><c> for</c><00:08:32.240><c> mild</c><00:08:32.719><c> steel.</c><00:08:33.279><c> Okay,</c><00:08:33.680><c> for</c> strain curve for mild steel. Okay, for strain curve for mild steel. Okay, for mild<00:08:34.399><c> steel</c><00:08:34.719><c> we</c><00:08:34.959><c> can</c><00:08:35.120><c> see</c><00:08:35.279><c> that</c><00:08:35.519><c> we</c><00:08:35.839><c> reach</c><00:08:36.080><c> a</c> mild steel we can see that we reach a mild steel we can see that we reach a maximum<00:08:36.800><c> value</c><00:08:37.120><c> here</c><00:08:37.440><c> which</c><00:08:37.680><c> is</c><00:08:37.919><c> the</c><00:08:38.320><c> F</c><00:08:38.640><c> yield</c> maximum value here which is the F yield maximum value here which is the F yield the<00:08:39.200><c> yield</c><00:08:39.919><c> stress</c><00:08:40.800><c> and</c><00:08:41.039><c> then</c><00:08:41.279><c> we</c><00:08:41.519><c> have</c><00:08:41.680><c> a</c> the yield stress and then we have a the yield stress and then we have a horizontal<00:08:42.560><c> almost</c><00:08:42.959><c> horizontal</c><00:08:43.680><c> value</c><00:08:44.159><c> then</c> horizontal almost horizontal value then horizontal almost horizontal value then we<00:08:44.640><c> have</c><00:08:45.600><c> uh</c><00:08:45.760><c> a</c><00:08:46.000><c> small</c><00:08:46.399><c> increase</c><00:08:46.800><c> at</c><00:08:47.279><c> the</c><00:08:47.519><c> end.</c> we have uh a small increase at the end. we have uh a small increase at the end. This<00:08:48.320><c> is</c><00:08:48.480><c> for</c><00:08:48.959><c> mild</c><00:08:49.440><c> steel</c><00:08:50.160><c> and</c><00:08:50.399><c> also</c><00:08:50.640><c> we</c><00:08:50.880><c> have</c> This is for mild steel and also we have This is for mild steel and also we have another<00:08:51.519><c> type</c><00:08:51.760><c> of</c><00:08:52.000><c> steel</c><00:08:52.399><c> called</c><00:08:52.959><c> high</c><00:08:53.279><c> yield</c> another type of steel called high yield another type of steel called high yield steel<00:08:54.080><c> or</c><00:08:54.320><c> high</c><00:08:54.640><c> strength</c><00:08:55.120><c> steel</c><00:08:55.760><c> and</c><00:08:56.000><c> we</c><00:08:56.240><c> can</c> steel or high strength steel and we can steel or high strength steel and we can see<00:08:56.560><c> here</c><00:08:57.360><c> both</c><00:08:57.600><c> of</c><00:08:57.760><c> the</c><00:08:58.320><c> two</c><00:08:59.120><c> uh</c><00:08:59.360><c> types</c><00:08:59.680><c> of</c> see here both of the two uh types of see here both of the two uh types of steel<00:09:00.240><c> they</c><00:09:00.560><c> have</c><00:09:00.640><c> the</c><00:09:00.880><c> same</c><00:09:01.040><c> slope</c><00:09:01.440><c> here.</c><00:09:01.680><c> So</c> steel they have the same slope here. So steel they have the same slope here. So it<00:09:02.000><c> means</c><00:09:02.160><c> the</c><00:09:02.320><c> modulus</c><00:09:02.800><c> or</c><00:09:03.040><c> 60</c><00:09:03.360><c> is</c><00:09:03.519><c> similar</c> it means the modulus or 60 is similar it means the modulus or 60 is similar but<00:09:04.640><c> it</c><00:09:04.959><c> has</c><00:09:05.279><c> for</c><00:09:05.600><c> high</c><00:09:05.839><c> yield</c><00:09:06.160><c> steel</c><00:09:06.480><c> it</c><00:09:06.720><c> has</c> but it has for high yield steel it has but it has for high yield steel it has higher<00:09:07.760><c> stresses</c><00:09:08.560><c> and</c><00:09:08.880><c> we</c><00:09:09.040><c> can</c><00:09:09.200><c> see</c><00:09:09.360><c> that</c><00:09:09.839><c> no</c> higher stresses and we can see that no higher stresses and we can see that no clear clear clear uh<00:09:12.320><c> yielding</c><00:09:13.120><c> as</c><00:09:13.440><c> in</c><00:09:13.680><c> the</c><00:09:13.920><c> case</c><00:09:14.080><c> of</c><00:09:14.240><c> mild</c> uh yielding as in the case of mild uh yielding as in the case of mild steel.<00:09:15.120><c> So</c><00:09:15.279><c> how</c><00:09:15.519><c> they</c><00:09:15.760><c> measure</c><00:09:16.320><c> the</c><00:09:16.560><c> yield</c><00:09:16.800><c> or</c> steel. So how they measure the yield or steel. So how they measure the yield or how<00:09:17.200><c> they</c><00:09:17.440><c> calculate</c><00:09:17.839><c> the</c><00:09:18.000><c> yield</c><00:09:18.480><c> stress</c><00:09:19.760><c> uh</c> how they calculate the yield stress uh how they calculate the yield stress uh in<00:09:20.480><c> high</c><00:09:20.720><c> yield</c><00:09:21.200><c> steel.</c><00:09:22.000><c> Okay.</c><00:09:22.399><c> What</c><00:09:22.640><c> they</c><00:09:22.880><c> do</c> in high yield steel. Okay. What they do in high yield steel. Okay. What they do they<00:09:23.440><c> draw</c><00:09:24.000><c> a</c><00:09:24.240><c> line</c><00:09:24.800><c> parall</c><00:09:25.200><c> to</c><00:09:25.440><c> the</c><00:09:25.600><c> initial</c> they draw a line parall to the initial they draw a line parall to the initial part<00:09:26.320><c> of</c><00:09:26.480><c> the</c><00:09:26.720><c> stress</c><00:09:27.120><c> strain</c><00:09:27.519><c> curve</c><00:09:28.160><c> at</c><00:09:28.640><c> 0.002</c> part of the stress strain curve at 0.002 part of the stress strain curve at 0.002 002<00:09:30.480><c> uh</c><00:09:30.720><c> strains</c><00:09:31.360><c> until</c><00:09:31.760><c> it</c><00:09:32.000><c> intersects</c><00:09:32.560><c> with</c> 002 uh strains until it intersects with 002 uh strains until it intersects with the<00:09:32.959><c> section</c><00:09:33.279><c> and</c><00:09:33.440><c> from</c><00:09:33.680><c> that</c><00:09:33.920><c> we</c><00:09:34.160><c> can</c><00:09:34.320><c> get</c><00:09:34.720><c> the</c> the section and from that we can get the the section and from that we can get the value<00:09:35.440><c> here</c><00:09:35.920><c> that</c><00:09:36.240><c> we</c><00:09:36.399><c> can</c><00:09:36.640><c> consider</c><00:09:37.120><c> as</c><00:09:37.360><c> yield</c> value here that we can consider as yield value here that we can consider as yield stress<00:09:38.640><c> in</c><00:09:39.120><c> this</c><00:09:39.440><c> high</c><00:09:39.680><c> yield</c><00:09:40.160><c> steel.</c><00:09:40.959><c> So</c> stress in this high yield steel. So stress in this high yield steel. So again<00:09:41.920><c> these</c><00:09:42.320><c> curves</c><00:09:42.720><c> are</c><00:09:42.959><c> difficult</c><00:09:43.360><c> to</c><00:09:43.600><c> be</c> again these curves are difficult to be again these curves are difficult to be used<00:09:44.640><c> to</c><00:09:45.040><c> analyze</c><00:09:45.680><c> and</c><00:09:45.920><c> design</c><00:09:46.240><c> of</c><00:09:46.480><c> reinforced</c> used to analyze and design of reinforced used to analyze and design of reinforced concrete<00:09:47.440><c> section</c><00:09:47.839><c> and</c><00:09:48.080><c> therefore</c><00:09:48.720><c> the</c><00:09:49.040><c> codes</c> concrete section and therefore the codes concrete section and therefore the codes need<00:09:49.839><c> to</c><00:09:50.080><c> simplify</c><00:09:50.640><c> this</c><00:09:51.200><c> and</c><00:09:51.440><c> get</c><00:09:51.920><c> an</c> need to simplify this and get an need to simplify this and get an idealized<00:09:52.959><c> stress</c><00:09:53.360><c> strain</c><00:09:53.680><c> curve</c><00:09:54.160><c> for</c><00:09:54.560><c> steel.</c> idealized stress strain curve for steel. idealized stress strain curve for steel. What<00:09:55.120><c> is</c><00:09:55.279><c> this</c><00:09:55.519><c> idealized</c><00:09:56.240><c> stress</c><00:09:56.560><c> strain</c> What is this idealized stress strain What is this idealized stress strain curve<00:09:57.120><c> for</c><00:09:57.279><c> a</c><00:09:57.360><c> steel?</c><00:09:57.600><c> You</c><00:09:57.839><c> can</c><00:09:58.000><c> see</c><00:09:58.480><c> it</c><00:09:58.720><c> is</c> curve for a steel? You can see it is curve for a steel? You can see it is only<00:09:59.279><c> a</c><00:09:59.600><c> straight</c><00:10:00.320><c> two</c><00:10:00.640><c> straight</c><00:10:00.959><c> parts</c> only a straight two straight parts only a straight two straight parts connected<00:10:01.839><c> together.</c><00:10:02.399><c> The</c><00:10:02.640><c> first</c><00:10:02.880><c> part</c><00:10:03.360><c> here</c> connected together. The first part here connected together. The first part here it<00:10:04.240><c> is</c><00:10:04.720><c> straight</c><00:10:05.279><c> and</c><00:10:05.680><c> inclined</c><00:10:06.240><c> part</c><00:10:06.640><c> until</c> it is straight and inclined part until it is straight and inclined part until reaching<00:10:07.519><c> a</c><00:10:07.760><c> maximum</c><00:10:08.160><c> value.</c><00:10:08.560><c> Then</c><00:10:08.800><c> it</c><00:10:08.959><c> goes</c> reaching a maximum value. Then it goes reaching a maximum value. Then it goes strain<00:10:09.920><c> until</c><00:10:10.640><c> failure.</c><00:10:11.519><c> So</c><00:10:11.839><c> what</c><00:10:12.160><c> are</c><00:10:12.320><c> the</c> strain until failure. So what are the strain until failure. So what are the important<00:10:13.040><c> values</c><00:10:13.360><c> in</c><00:10:13.600><c> this</c><00:10:14.640><c> strain</c><00:10:15.360><c> curve</c><00:10:15.680><c> of</c> important values in this strain curve of important values in this strain curve of steer<00:10:16.160><c> reinforcement</c><00:10:16.880><c> according</c><00:10:17.279><c> to</c><00:10:17.519><c> the</c><00:10:17.839><c> BS</c> steer reinforcement according to the BS steer reinforcement according to the BS code.<00:10:18.959><c> The</c><00:10:19.279><c> maximum</c><00:10:19.680><c> value</c><00:10:20.000><c> here</c><00:10:20.320><c> equals</c><00:10:20.880><c> F</c> code. The maximum value here equals F code. The maximum value here equals F yield<00:10:21.600><c> divided</c><00:10:22.079><c> by</c><00:10:22.240><c> gamma</c><00:10:22.720><c> m.</c><00:10:23.360><c> So</c><00:10:23.680><c> fy</c><00:10:24.240><c> here</c><00:10:24.480><c> it</c> yield divided by gamma m. So fy here it yield divided by gamma m. So fy here it means<00:10:24.959><c> the</c><00:10:25.200><c> yield</c><00:10:25.680><c> stress</c><00:10:26.720><c> and</c><00:10:26.959><c> this</c><00:10:27.200><c> yield</c> means the yield stress and this yield means the yield stress and this yield stress<00:10:28.079><c> will</c><00:10:28.560><c> depends</c><00:10:28.959><c> on</c><00:10:29.200><c> the</c><00:10:29.920><c> type</c><00:10:30.240><c> of</c><00:10:30.399><c> the</c> stress will depends on the type of the stress will depends on the type of the steel<00:10:30.880><c> we</c><00:10:31.120><c> are</c><00:10:31.279><c> using.</c><00:10:31.680><c> For</c><00:10:31.920><c> high</c><00:10:32.160><c> yield</c><00:10:32.560><c> steel</c> steel we are using. For high yield steel steel we are using. For high yield steel you<00:10:33.040><c> have</c><00:10:33.200><c> a</c><00:10:33.360><c> higher</c><00:10:33.680><c> yield</c><00:10:34.000><c> distress.</c> you have a higher yield distress. you have a higher yield distress. What<00:10:35.920><c> is</c><00:10:36.079><c> gamma</c><00:10:36.480><c> m?</c><00:10:36.720><c> Gamma</c><00:10:37.040><c> m</c><00:10:37.279><c> again</c><00:10:37.600><c> it</c><00:10:37.760><c> is</c><00:10:37.839><c> a</c> What is gamma m? Gamma m again it is a What is gamma m? Gamma m again it is a material<00:10:38.399><c> safety</c><00:10:38.800><c> factor</c><00:10:39.279><c> but</c><00:10:40.079><c> the</c><00:10:40.320><c> material</c> material safety factor but the material material safety factor but the material safety<00:10:41.040><c> factor</c><00:10:41.440><c> for</c><00:10:41.760><c> steel</c><00:10:42.240><c> equals</c><00:10:42.800><c> 1.05.</c><00:10:44.160><c> So</c> safety factor for steel equals 1.05. So safety factor for steel equals 1.05. So it<00:10:44.560><c> is</c><00:10:44.640><c> much</c><00:10:44.959><c> lower</c><00:10:45.279><c> than</c><00:10:45.440><c> the</c><00:10:45.680><c> material</c> it is much lower than the material it is much lower than the material safety<00:10:46.480><c> factor</c><00:10:46.800><c> of</c><00:10:47.040><c> concrete</c><00:10:47.519><c> which</c><00:10:47.760><c> was</c><00:10:48.079><c> 1.5.</c> safety factor of concrete which was 1.5. safety factor of concrete which was 1.5. Here<00:10:49.519><c> it</c><00:10:49.760><c> is</c><00:10:49.920><c> only</c><00:10:50.240><c> 1.05.</c> Here it is only 1.05. Here it is only 1.05. And<00:10:52.720><c> why</c><00:10:52.959><c> it</c><00:10:53.200><c> is</c><00:10:53.440><c> a</c><00:10:53.680><c> small</c><00:10:54.000><c> value</c><00:10:54.320><c> like</c><00:10:54.560><c> this?</c> And why it is a small value like this? And why it is a small value like this? Because<00:10:55.279><c> the</c><00:10:55.519><c> steel</c><00:10:55.839><c> reinforcement</c><00:10:56.480><c> is</c><00:10:56.720><c> made</c> Because the steel reinforcement is made Because the steel reinforcement is made under<00:10:57.279><c> good</c><00:10:57.519><c> quality</c><00:10:57.920><c> control</c><00:10:58.320><c> in</c><00:10:58.800><c> factories.</c> under good quality control in factories. under good quality control in factories. So<00:10:59.760><c> there</c><00:11:00.000><c> is</c><00:11:00.560><c> no</c><00:11:00.800><c> big</c><00:11:01.120><c> difference</c><00:11:01.519><c> between</c> So there is no big difference between So there is no big difference between the<00:11:02.720><c> uh</c><00:11:03.120><c> strain</c><00:11:03.519><c> or</c><00:11:03.760><c> the</c><00:11:04.399><c> yield</c><00:11:04.959><c> strength</c><00:11:05.600><c> of</c> the uh strain or the yield strength of the uh strain or the yield strength of different<00:11:06.399><c> bar.</c><00:11:06.880><c> So</c><00:11:07.279><c> therefore</c><00:11:07.680><c> they</c><00:11:08.000><c> use</c><00:11:08.560><c> a</c> different bar. So therefore they use a different bar. So therefore they use a small<00:11:09.279><c> value</c><00:11:09.600><c> or</c><00:11:10.000><c> a</c><00:11:10.320><c> material</c><00:11:10.800><c> safety</c><00:11:11.200><c> factor</c> small value or a material safety factor small value or a material safety factor with<00:11:12.160><c> close</c><00:11:12.399><c> to</c><00:11:12.800><c> one.</c><00:11:13.519><c> So</c><00:11:13.760><c> again</c><00:11:14.240><c> let's</c><00:11:15.519><c> get</c> with close to one. So again let's get with close to one. So again let's get this<00:11:16.240><c> one</c><00:11:16.560><c> and</c><00:11:16.800><c> substitute</c><00:11:17.279><c> the</c><00:11:17.519><c> value</c><00:11:17.760><c> of</c> this one and substitute the value of this one and substitute the value of gamma<00:11:18.240><c> m</c><00:11:18.480><c> by</c><00:11:18.640><c> 1.05.</c><00:11:20.000><c> So</c><00:11:20.399><c> Field</c><00:11:21.040><c> divided</c><00:11:21.519><c> by</c> gamma m by 1.05. So Field divided by gamma m by 1.05. So Field divided by 1.05<00:11:22.720><c> will</c><00:11:22.959><c> equals</c><00:11:23.680><c> approximately</c><00:11:24.640><c> 0.95</c> 1.05 will equals approximately 0.95 1.05 will equals approximately 0.95 Field.<00:11:27.040><c> So</c><00:11:27.279><c> this</c><00:11:27.600><c> means</c><00:11:27.920><c> that</c><00:11:28.480><c> the</c><00:11:28.720><c> maximum</c> Field. So this means that the maximum Field. So this means that the maximum stress<00:11:29.600><c> that</c><00:11:29.839><c> can</c><00:11:30.000><c> be</c><00:11:30.160><c> reached</c><00:11:30.800><c> or</c><00:11:31.040><c> can</c><00:11:31.279><c> be</c><00:11:31.760><c> uh</c> stress that can be reached or can be uh stress that can be reached or can be uh carried<00:11:32.320><c> by</c><00:11:32.720><c> the</c><00:11:33.920><c> steel</c><00:11:34.399><c> bar</c><00:11:34.720><c> equals</c><00:11:35.519><c> 95%</c><00:11:36.640><c> of</c> carried by the steel bar equals 95% of carried by the steel bar equals 95% of the<00:11:37.279><c> F</c><00:11:37.600><c> yield</c><00:11:38.240><c> this</c><00:11:38.880><c> additional</c><00:11:39.440><c> 5%</c><00:11:40.240><c> is</c><00:11:40.480><c> only</c> the F yield this additional 5% is only the F yield this additional 5% is only for<00:11:40.959><c> the</c><00:11:41.200><c> safety</c><00:11:41.839><c> factor.</c><00:11:42.720><c> Okay.</c><00:11:43.040><c> So</c><00:11:43.279><c> this</c><00:11:43.440><c> is</c> for the safety factor. Okay. So this is for the safety factor. Okay. So this is the<00:11:43.839><c> maximum</c><00:11:44.720><c> 95</c><00:11:45.360><c> F</c><00:11:45.760><c> yield.</c><00:11:46.640><c> And</c><00:11:47.200><c> uh</c><00:11:47.440><c> of</c><00:11:47.680><c> course</c> the maximum 95 F yield. And uh of course the maximum 95 F yield. And uh of course at<00:11:48.240><c> this</c><00:11:48.480><c> value</c><00:11:48.800><c> also</c><00:11:49.040><c> we</c><00:11:49.279><c> can</c><00:11:49.440><c> calculate</c><00:11:49.839><c> the</c> at this value also we can calculate the at this value also we can calculate the strain<00:11:51.040><c> yield</c><00:11:51.519><c> strain</c><00:11:51.839><c> of</c><00:11:52.079><c> the</c><00:11:52.320><c> steel</c> strain yield strain of the steel strain yield strain of the steel reinforcement. reinforcement. reinforcement. And<00:11:55.120><c> this</c><00:11:55.360><c> is</c><00:11:55.519><c> the</c><00:11:55.839><c> yield</c><00:11:56.320><c> strain</c><00:11:56.800><c> and</c><00:11:57.040><c> we</c><00:11:57.200><c> can</c> And this is the yield strain and we can And this is the yield strain and we can get<00:11:57.519><c> it</c><00:11:57.760><c> by</c><00:11:58.000><c> dividing</c><00:11:58.560><c> the</c><00:11:58.800><c> stress</c><00:11:59.440><c> divided</c><00:11:59.920><c> by</c> get it by dividing the stress divided by get it by dividing the stress divided by the<00:12:00.160><c> modulus</c><00:12:00.720><c> or</c><00:12:00.959><c> 60.</c><00:12:01.680><c> And</c><00:12:01.839><c> we</c><00:12:02.079><c> can</c><00:12:02.240><c> get</c><00:12:02.399><c> the</c> the modulus or 60. And we can get the the modulus or 60. And we can get the yield<00:12:03.040><c> strain.</c><00:12:03.920><c> Of</c><00:12:04.160><c> course</c><00:12:04.640><c> the</c><00:12:05.440><c> uh</c><00:12:05.680><c> slope</c><00:12:06.079><c> of</c> yield strain. Of course the uh slope of yield strain. Of course the uh slope of this<00:12:06.560><c> curve</c><00:12:06.880><c> which</c><00:12:07.120><c> is</c><00:12:07.279><c> the</c><00:12:07.440><c> stress</c><00:12:07.839><c> over</c> this curve which is the stress over this curve which is the stress over strain<00:12:08.800><c> equals</c><00:12:09.200><c> the</c><00:12:09.440><c> modus</c><00:12:09.920><c> or</c><00:12:10.240><c> 60</c><00:12:10.480><c> of</c><00:12:10.639><c> the</c> strain equals the modus or 60 of the strain equals the modus or 60 of the steel.<00:12:11.360><c> And</c><00:12:11.600><c> we</c><00:12:11.839><c> can</c><00:12:11.920><c> see</c><00:12:12.079><c> here</c><00:12:12.320><c> it</c><00:12:12.560><c> is</c><00:12:12.720><c> a</c> steel. And we can see here it is a steel. And we can see here it is a constant<00:12:13.440><c> value</c><00:12:14.000><c> 200</c><00:12:14.800><c> kon</c><00:12:15.200><c> newton</c><00:12:15.519><c> per</c><00:12:15.680><c> millm</c> constant value 200 kon newton per millm constant value 200 kon newton per millm squared.<00:12:17.040><c> So</c><00:12:17.279><c> it</c><00:12:17.600><c> is</c><00:12:17.760><c> very</c><00:12:18.000><c> important</c><00:12:18.480><c> here</c><00:12:18.720><c> to</c> squared. So it is very important here to squared. So it is very important here to mention<00:12:19.360><c> that</c><00:12:20.160><c> for</c><00:12:20.560><c> all</c><00:12:20.959><c> or</c><00:12:21.279><c> different</c><00:12:21.680><c> types</c> mention that for all or different types mention that for all or different types of<00:12:22.240><c> steel</c><00:12:22.639><c> the</c><00:12:22.959><c> modus</c><00:12:23.519><c> or</c><00:12:23.839><c> 60</c><00:12:24.079><c> is</c><00:12:24.240><c> a</c><00:12:24.480><c> constant</c> of steel the modus or 60 is a constant of steel the modus or 60 is a constant value.<00:12:25.760><c> The</c><00:12:26.000><c> E</c><00:12:26.959><c> is</c><00:12:27.600><c> 200</c><00:12:28.320><c> kon</c><00:12:28.959><c> per</c><00:12:29.360><c> mm²</c><00:12:30.320><c> and</c><00:12:30.560><c> this</c> value. The E is 200 kon per mm² and this value. The E is 200 kon per mm² and this is<00:12:31.040><c> for</c><00:12:31.920><c> different</c><00:12:32.480><c> types</c><00:12:32.959><c> or</c><00:12:33.279><c> different</c> is for different types or different is for different types or different categories<00:12:34.079><c> of</c><00:12:34.320><c> steel.</c><00:12:34.800><c> So</c><00:12:35.040><c> if</c><00:12:35.279><c> we</c><00:12:35.440><c> assume</c> categories of steel. So if we assume categories of steel. So if we assume that<00:12:36.000><c> this</c><00:12:36.240><c> is</c><00:12:36.320><c> the</c><00:12:36.480><c> mild</c><00:12:36.959><c> steel</c><00:12:38.079><c> the</c><00:12:38.320><c> Field</c> that this is the mild steel the Field that this is the mild steel the Field for<00:12:39.040><c> the</c><00:12:39.200><c> mild</c><00:12:39.600><c> steel</c><00:12:39.920><c> it</c><00:12:40.160><c> is</c><00:12:40.320><c> 250</c><00:12:41.120><c> megapascal</c> for the mild steel it is 250 megapascal for the mild steel it is 250 megapascal or<00:12:42.079><c> Newton</c><00:12:42.399><c> per</c><00:12:42.639><c> millm</c><00:12:43.120><c> squared</c><00:12:43.760><c> and</c><00:12:44.000><c> for</c><00:12:44.160><c> the</c> or Newton per millm squared and for the or Newton per millm squared and for the other<00:12:44.639><c> type</c><00:12:44.880><c> of</c><00:12:45.120><c> steel</c><00:12:45.519><c> which</c><00:12:45.760><c> is</c><00:12:45.839><c> the</c><00:12:46.079><c> high</c> other type of steel which is the high other type of steel which is the high yield<00:12:46.639><c> or</c><00:12:46.880><c> high</c><00:12:47.200><c> strength</c><00:12:47.680><c> steel</c><00:12:48.000><c> the</c><00:12:48.160><c> F</c><00:12:48.480><c> yield</c> yield or high strength steel the F yield yield or high strength steel the F yield equals<00:12:49.360><c> 460</c><00:12:50.639><c> megapascal.</c><00:12:51.920><c> What</c><00:12:52.160><c> we</c><00:12:52.320><c> can</c><00:12:52.480><c> see</c> equals 460 megapascal. What we can see equals 460 megapascal. What we can see here<00:12:52.959><c> from</c><00:12:53.200><c> the</c><00:12:53.360><c> two</c><00:12:53.600><c> curve</c><00:12:54.000><c> that</c><00:12:54.240><c> both</c><00:12:54.399><c> of</c> here from the two curve that both of here from the two curve that both of them<00:12:54.720><c> they</c><00:12:55.040><c> have</c><00:12:55.279><c> exactly</c><00:12:56.000><c> the</c><00:12:56.240><c> same</c><00:12:56.480><c> slope.</c> them they have exactly the same slope. them they have exactly the same slope. So<00:12:57.279><c> for</c><00:12:57.600><c> different</c><00:12:57.920><c> categories</c><00:12:58.480><c> of</c><00:12:58.720><c> steel</c> So for different categories of steel So for different categories of steel mild<00:13:00.800><c> steel</c><00:13:01.120><c> or</c><00:13:01.360><c> high</c><00:13:01.519><c> yield</c><00:13:01.920><c> steel</c><00:13:02.399><c> we</c><00:13:02.800><c> always</c> mild steel or high yield steel we always mild steel or high yield steel we always assume<00:13:03.680><c> that</c><00:13:03.920><c> the</c><00:13:04.160><c> modus</c><00:13:04.639><c> or</c><00:13:04.959><c> 60</c><00:13:05.279><c> will</c><00:13:05.519><c> be</c><00:13:05.680><c> the</c> assume that the modus or 60 will be the assume that the modus or 60 will be the same<00:13:06.079><c> value</c><00:13:06.959><c> 200</c><00:13:07.680><c> kon</c><00:13:08.320><c> per</c><00:13:08.560><c> millm</c><00:13:09.040><c> squared</c><00:13:09.519><c> but</c> same value 200 kon per millm squared but same value 200 kon per millm squared but the<00:13:09.920><c> difference</c><00:13:10.240><c> between</c><00:13:10.720><c> will</c><00:13:11.040><c> be</c><00:13:11.360><c> for</c><00:13:11.600><c> the</c> the difference between will be for the the difference between will be for the yield<00:13:12.639><c> strength</c><00:13:14.000><c> this</c><00:13:14.240><c> is</c><00:13:14.480><c> 250</c><00:13:15.360><c> the</c><00:13:15.600><c> yield</c> yield strength this is 250 the yield yield strength this is 250 the yield strength<00:13:16.320><c> for</c><00:13:16.480><c> high</c><00:13:16.720><c> yield</c><00:13:17.120><c> steel</c><00:13:17.360><c> is</c><00:13:17.680><c> 460</c><00:13:18.800><c> and</c> strength for high yield steel is 460 and strength for high yield steel is 460 and therefore<00:13:19.760><c> the</c><00:13:20.880><c> yield</c><00:13:21.360><c> strain</c><00:13:22.160><c> here</c><00:13:22.480><c> will</c><00:13:22.800><c> be</c> therefore the yield strain here will be therefore the yield strain here will be different<00:13:23.760><c> that</c><00:13:24.000><c> from</c><00:13:24.320><c> the</c><00:13:24.560><c> yield</c><00:13:24.880><c> strain</c><00:13:25.200><c> of</c> different that from the yield strain of different that from the yield strain of the<00:13:25.600><c> high</c><00:13:25.920><c> yield</c><00:13:26.480><c> steel</c><00:13:26.639><c> steel.</c><00:13:27.519><c> This</c><00:13:27.839><c> is</c><00:13:28.000><c> the</c> the high yield steel steel. This is the the high yield steel steel. This is the idealized<00:13:29.120><c> stress</c><00:13:29.440><c> strain</c><00:13:29.760><c> care</c><00:13:30.000><c> for</c><00:13:30.320><c> steel</c> idealized stress strain care for steel idealized stress strain care for steel under<00:13:30.959><c> tension</c><00:13:31.360><c> or</c><00:13:31.600><c> under</c><00:13:31.920><c> compression.</c><00:13:32.560><c> It</c> under tension or under compression. It under tension or under compression. It is<00:13:33.120><c> the</c><00:13:33.440><c> same.</c><00:13:34.160><c> This</c><00:13:34.399><c> will</c><00:13:34.639><c> be</c><00:13:34.880><c> the</c><00:13:35.120><c> end</c><00:13:35.279><c> of</c><00:13:35.839><c> our</c> is the same. This will be the end of our is the same. This will be the end of our lecture<00:13:36.959><c> today.</c><00:13:38.000><c> Uh</c><00:13:38.399><c> if</c><00:13:38.560><c> you</c><00:13:38.720><c> like</c><00:13:38.880><c> the</c> lecture today. Uh if you like the lecture today. Uh if you like the lecture,<00:13:39.519><c> please</c><00:13:39.839><c> like,</c><00:13:40.240><c> subscribe</c><00:13:41.040><c> and</c> lecture, please like, subscribe and lecture, please like, subscribe and click<00:13:42.240><c> uh</c><00:13:42.399><c> the</c><00:13:42.639><c> bell</c><00:13:42.880><c> to</c><00:13:43.040><c> receive</c><00:13:43.519><c> all</c><00:13:44.160><c> new</c> click uh the bell to receive all new click uh the bell to receive all new videos.<00:13:45.519><c> Thank</c><00:13:45.760><c> you</c><00:13:46.079><c> and</c><00:13:46.399><c> follow</c><00:13:46.639><c> me</c><00:13:46.880><c> to</c><00:13:47.279><c> see</c> videos. Thank you and follow me to see videos. Thank you and follow me to see the<00:13:47.920><c> coming</c><00:13:48.240><c> videos.</c><00:13:48.880><c> And</c><00:13:50.160><c> uh</c><00:13:50.560><c> goodbye.</c>
3	RzpS9ZYH44I	Understand Reinforced Concrete Design - Analysis of RC Sections - BS8110	https://www.youtube.com/watch?v=RzpS9ZYH44I	Understand_Reinforced_Concrete_Design_-_Analysis_of_RC_Sections_-_BS8110.en.vtt	Hello<00:00:00.320><c> everyone.</c><00:00:01.360><c> This</c><00:00:01.600><c> is</c><00:00:01.680><c> Dr.</c><00:00:02.000><c> Shriil</c><00:00:02.480><c> Gaml</c> Hello everyone. This is Dr. Shriil Gaml Hello everyone. This is Dr. Shriil Gaml and<00:00:03.360><c> today</c><00:00:03.679><c> we</c><00:00:03.919><c> are</c><00:00:04.080><c> going</c><00:00:04.240><c> to</c><00:00:04.400><c> continue</c><00:00:04.720><c> our</c> and today we are going to continue our and today we are going to continue our videos<00:00:05.440><c> about</c><00:00:06.720><c> uh</c><00:00:07.040><c> reinforced</c><00:00:07.680><c> concrete</c> videos about uh reinforced concrete videos about uh reinforced concrete design<00:00:08.960><c> according</c><00:00:09.360><c> to</c><00:00:09.519><c> the</c><00:00:09.760><c> BS</c><00:00:10.160><c> code.</c><00:00:10.880><c> In</c> design according to the BS code. In design according to the BS code. In today's<00:00:11.360><c> video</c><00:00:11.759><c> we</c><00:00:11.920><c> will</c><00:00:12.080><c> be</c><00:00:12.240><c> talking</c><00:00:12.559><c> about</c> today's video we will be talking about today's video we will be talking about the<00:00:13.280><c> analysis</c><00:00:13.759><c> of</c><00:00:13.920><c> reinforced</c><00:00:14.639><c> concrete</c> the analysis of reinforced concrete the analysis of reinforced concrete sections<00:00:16.560><c> under</c><00:00:17.119><c> flexual</c><00:00:17.840><c> loading.</c><00:00:19.199><c> If</c><00:00:19.439><c> we</c> sections under flexual loading. If we sections under flexual loading. If we have<00:00:19.680><c> a</c><00:00:20.160><c> simply</c><00:00:20.640><c> supported</c><00:00:21.119><c> beam</c><00:00:21.359><c> as</c><00:00:21.600><c> we</c><00:00:21.760><c> can</c> have a simply supported beam as we can have a simply supported beam as we can see<00:00:22.400><c> and</c><00:00:22.560><c> if</c><00:00:22.720><c> we</c><00:00:22.880><c> apply</c><00:00:23.199><c> some</c><00:00:23.359><c> load</c><00:00:23.600><c> on</c><00:00:23.840><c> this</c> see and if we apply some load on this see and if we apply some load on this beam<00:00:24.320><c> so</c><00:00:24.480><c> the</c><00:00:24.720><c> beam</c><00:00:24.960><c> will</c><00:00:25.119><c> deflect.</c><00:00:26.240><c> This</c><00:00:26.480><c> will</c> beam so the beam will deflect. This will beam so the beam will deflect. This will result<00:00:27.119><c> in</c><00:00:28.560><c> tensile</c><00:00:29.279><c> forces</c><00:00:29.679><c> at</c><00:00:29.920><c> the</c><00:00:30.080><c> bottom</c> result in tensile forces at the bottom result in tensile forces at the bottom layer<00:00:30.640><c> of</c><00:00:30.720><c> the</c><00:00:30.880><c> beam</c><00:00:31.279><c> and</c><00:00:32.559><c> compressive</c><00:00:33.120><c> forces</c> layer of the beam and compressive forces layer of the beam and compressive forces at<00:00:33.760><c> the</c><00:00:33.920><c> upper</c><00:00:34.399><c> layers</c><00:00:34.640><c> of</c><00:00:34.800><c> the</c><00:00:34.960><c> beam.</c><00:00:35.520><c> So</c><00:00:35.680><c> if</c> at the upper layers of the beam. So if at the upper layers of the beam. So if we<00:00:36.000><c> take</c><00:00:36.160><c> a</c><00:00:36.320><c> section</c><00:00:36.960><c> of</c><00:00:37.200><c> this</c><00:00:37.440><c> beam,</c><00:00:37.840><c> we'll</c> we take a section of this beam, we'll we take a section of this beam, we'll find<00:00:38.399><c> that</c><00:00:39.200><c> the</c><00:00:39.760><c> stress</c><00:00:40.480><c> distribution</c><00:00:41.120><c> at</c><00:00:41.440><c> the</c> find that the stress distribution at the find that the stress distribution at the initial<00:00:42.640><c> uh</c><00:00:42.800><c> loading</c><00:00:43.280><c> stages</c><00:00:43.680><c> will</c><00:00:44.000><c> be</c><00:00:45.040><c> uh</c> initial uh loading stages will be uh initial uh loading stages will be uh triangle.<00:00:45.920><c> As</c><00:00:46.160><c> we</c><00:00:46.320><c> can</c><00:00:46.480><c> see</c><00:00:47.039><c> under</c><00:00:47.920><c> under</c><00:00:48.160><c> the</c> triangle. As we can see under under the triangle. As we can see under under the neutral<00:00:48.719><c> axis</c><00:00:49.680><c> we</c><00:00:50.000><c> have</c><00:00:50.239><c> compressive</c> neutral axis we have compressive neutral axis we have compressive uh<00:00:52.719><c> stresses.</c><00:00:53.360><c> Above</c><00:00:53.600><c> the</c><00:00:53.760><c> neutral</c><00:00:54.079><c> axis</c><00:00:54.480><c> we</c> uh stresses. Above the neutral axis we uh stresses. Above the neutral axis we have<00:00:54.879><c> tensile</c><00:00:55.520><c> stresses</c><00:00:56.000><c> and</c><00:00:56.480><c> strains.</c><00:00:57.360><c> So</c><00:00:57.520><c> if</c> have tensile stresses and strains. So if have tensile stresses and strains. So if we<00:00:58.000><c> draw</c><00:00:58.239><c> this</c><00:00:58.960><c> in</c><00:00:59.520><c> 2D,</c><00:01:00.079><c> this</c><00:01:00.239><c> is</c><00:01:00.399><c> showing</c><00:01:00.640><c> the</c> we draw this in 2D, this is showing the we draw this in 2D, this is showing the cross-section<00:01:01.440><c> and</c><00:01:01.680><c> the</c><00:01:01.840><c> reinforcement.</c> cross-section and the reinforcement. cross-section and the reinforcement. This<00:01:03.039><c> dot</c><00:01:03.359><c> line</c><00:01:03.520><c> is</c><00:01:03.760><c> the</c><00:01:03.920><c> neutral</c><00:01:04.239><c> axis.</c> This dot line is the neutral axis. This dot line is the neutral axis. So<00:01:05.680><c> the</c><00:01:05.920><c> strain</c><00:01:06.240><c> distribution</c><00:01:06.880><c> will</c><00:01:07.200><c> be</c> So the strain distribution will be So the strain distribution will be always<00:01:08.080><c> linear.</c> always linear. always linear. Uh<00:01:10.080><c> at</c><00:01:10.320><c> the</c><00:01:10.479><c> top</c><00:01:10.720><c> we</c><00:01:10.960><c> have</c><00:01:11.200><c> epsom</c><00:01:11.760><c> C</c><00:01:12.240><c> the</c> Uh at the top we have epsom C the Uh at the top we have epsom C the compressive<00:01:12.880><c> strength</c><00:01:13.200><c> in</c><00:01:13.360><c> the</c><00:01:13.439><c> concrete.</c><00:01:14.159><c> At</c> compressive strength in the concrete. At compressive strength in the concrete. At the<00:01:14.560><c> bottom</c><00:01:14.880><c> layer</c><00:01:15.040><c> we</c><00:01:15.200><c> have</c><00:01:15.360><c> epsomt</c><00:01:16.080><c> which</c><00:01:16.240><c> is</c> the bottom layer we have epsomt which is the bottom layer we have epsomt which is the<00:01:16.720><c> tensile</c><00:01:17.280><c> strength</c><00:01:17.600><c> in</c><00:01:17.759><c> the</c><00:01:17.920><c> concrete.</c> the tensile strength in the concrete. the tensile strength in the concrete. And<00:01:18.960><c> the</c><00:01:19.200><c> distance</c><00:01:19.520><c> from</c><00:01:19.840><c> the</c><00:01:20.000><c> compression</c> And the distance from the compression And the distance from the compression outer<00:01:21.920><c> surface</c><00:01:22.320><c> of</c><00:01:22.479><c> the</c><00:01:22.720><c> cross-section</c><00:01:23.280><c> to</c> outer surface of the cross-section to outer surface of the cross-section to the<00:01:23.600><c> neutral</c><00:01:24.000><c> axis</c><00:01:24.799><c> we</c><00:01:25.119><c> call</c><00:01:25.280><c> it</c><00:01:25.840><c> x.</c><00:01:26.960><c> So</c><00:01:27.280><c> the</c> the neutral axis we call it x. So the the neutral axis we call it x. So the strain<00:01:27.920><c> will</c><00:01:28.240><c> be</c><00:01:28.400><c> always</c><00:01:28.960><c> linear</c><00:01:29.920><c> and</c><00:01:30.720><c> before</c> strain will be always linear and before strain will be always linear and before cracking<00:01:31.840><c> the</c><00:01:32.079><c> loads</c><00:01:32.479><c> are</c><00:01:32.799><c> very</c><00:01:33.200><c> small.</c><00:01:34.240><c> So</c> cracking the loads are very small. So cracking the loads are very small. So also<00:01:34.799><c> the</c><00:01:35.119><c> stress</c><00:01:35.439><c> will</c><00:01:35.680><c> be</c><00:01:36.000><c> linear.</c><00:01:37.040><c> So</c><00:01:37.200><c> the</c> also the stress will be linear. So the also the stress will be linear. So the strain<00:01:37.680><c> is</c><00:01:37.920><c> linear</c><00:01:38.320><c> and</c><00:01:38.640><c> also</c><00:01:38.880><c> the</c><00:01:39.119><c> stress</c> strain is linear and also the stress strain is linear and also the stress will<00:01:39.600><c> be</c><00:01:39.759><c> linear</c><00:01:40.400><c> and</c><00:01:40.640><c> we</c><00:01:40.799><c> have</c><00:01:40.960><c> compressive</c> will be linear and we have compressive will be linear and we have compressive strain<00:01:41.759><c> at</c><00:01:42.000><c> the</c><00:01:42.400><c> above</c><00:01:42.640><c> the</c><00:01:42.799><c> neutral</c><00:01:43.200><c> axis</c><00:01:43.520><c> and</c> strain at the above the neutral axis and strain at the above the neutral axis and tensile<00:01:44.320><c> strains</c><00:01:44.720><c> in</c><00:01:44.880><c> the</c><00:01:44.960><c> concrete</c><00:01:45.439><c> under</c> tensile strains in the concrete under tensile strains in the concrete under the<00:01:46.640><c> neutral</c><00:01:47.439><c> axis</c><00:01:48.399><c> by</c><00:01:48.720><c> increasing</c><00:01:49.520><c> loads</c><00:01:50.560><c> and</c> the neutral axis by increasing loads and the neutral axis by increasing loads and as<00:01:51.040><c> concrete</c><00:01:51.520><c> is</c><00:01:51.680><c> weak</c><00:01:51.920><c> in</c><00:01:52.079><c> tension</c><00:01:52.560><c> so</c><00:01:52.799><c> the</c> as concrete is weak in tension so the as concrete is weak in tension so the concrete<00:01:53.520><c> under</c><00:01:53.759><c> the</c><00:01:53.920><c> neutral</c><00:01:54.240><c> axis</c><00:01:54.640><c> will</c> concrete under the neutral axis will concrete under the neutral axis will crack<00:01:55.680><c> and</c><00:01:56.000><c> only</c><00:01:56.240><c> the</c><00:01:56.479><c> forces</c><00:01:56.880><c> will</c><00:01:57.040><c> be</c> crack and only the forces will be crack and only the forces will be carried<00:01:57.920><c> the</c><00:01:58.159><c> compression</c><00:01:58.640><c> forces</c><00:01:59.040><c> will</c><00:01:59.200><c> be</c> carried the compression forces will be carried the compression forces will be carried<00:01:59.680><c> by</c><00:02:00.159><c> the</c><00:02:00.479><c> concrete</c><00:02:00.880><c> above</c><00:02:01.200><c> the</c> carried by the concrete above the carried by the concrete above the neutral<00:02:01.680><c> axis.</c><00:02:02.399><c> So</c><00:02:02.719><c> under</c><00:02:02.960><c> the</c><00:02:03.119><c> neutral</c><00:02:03.439><c> axis</c> neutral axis. So under the neutral axis neutral axis. So under the neutral axis no<00:02:04.320><c> concrete</c><00:02:05.360><c> is</c><00:02:05.600><c> there</c><00:02:05.920><c> anymore</c><00:02:06.399><c> and</c><00:02:06.640><c> all</c><00:02:06.799><c> the</c> no concrete is there anymore and all the no concrete is there anymore and all the tensile<00:02:07.439><c> forces</c><00:02:07.759><c> will</c><00:02:08.000><c> be</c><00:02:08.080><c> carried</c><00:02:08.399><c> by</c><00:02:09.039><c> the</c> tensile forces will be carried by the tensile forces will be carried by the reinforcing<00:02:10.160><c> steel</c><00:02:10.959><c> bars.</c><00:02:12.000><c> So</c><00:02:12.319><c> why</c><00:02:12.640><c> this</c><00:02:12.879><c> one</c> reinforcing steel bars. So why this one reinforcing steel bars. So why this one is<00:02:13.760><c> rectangle?</c><00:02:14.720><c> This</c><00:02:14.959><c> is</c><00:02:15.120><c> coming</c><00:02:15.360><c> from</c><00:02:15.520><c> the</c> is rectangle? This is coming from the is rectangle? This is coming from the stress<00:02:16.319><c> strain</c><00:02:17.280><c> relationship.</c><00:02:18.239><c> And</c><00:02:18.480><c> as</c><00:02:18.640><c> you</c> stress strain relationship. And as you stress strain relationship. And as you can<00:02:18.959><c> see</c><00:02:19.120><c> here</c><00:02:19.440><c> at</c><00:02:19.760><c> the</c><00:02:19.920><c> initial</c><00:02:20.319><c> levels</c><00:02:20.720><c> of</c> can see here at the initial levels of can see here at the initial levels of loading<00:02:22.400><c> the</c><00:02:22.879><c> stress</c><00:02:23.200><c> and</c><00:02:23.440><c> the</c><00:02:23.599><c> strain</c><00:02:23.920><c> is</c> loading the stress and the strain is loading the stress and the strain is almost<00:02:24.480><c> linear.</c><00:02:25.280><c> So</c><00:02:25.599><c> this</c><00:02:26.720><c> uh</c><00:02:26.959><c> triangle</c> almost linear. So this uh triangle almost linear. So this uh triangle stress<00:02:28.319><c> block</c><00:02:28.560><c> is</c><00:02:28.879><c> coming</c><00:02:29.120><c> from</c><00:02:29.599><c> this</c> stress block is coming from this stress block is coming from this triangle<00:02:30.480><c> here</c><00:02:30.879><c> because</c><00:02:31.440><c> uh</c><00:02:31.680><c> it</c><00:02:32.000><c> is</c><00:02:32.319><c> almost</c> triangle here because uh it is almost triangle here because uh it is almost linear<00:02:33.200><c> between</c><00:02:33.519><c> the</c><00:02:33.760><c> stress</c><00:02:34.080><c> and</c><00:02:34.319><c> the</c><00:02:34.480><c> strain</c> linear between the stress and the strain linear between the stress and the strain at<00:02:35.760><c> lower</c><00:02:36.160><c> loads</c><00:02:36.800><c> levels.</c><00:02:38.000><c> So</c><00:02:38.160><c> in</c><00:02:38.400><c> 2D</c><00:02:38.879><c> we</c><00:02:39.120><c> will</c> at lower loads levels. So in 2D we will at lower loads levels. So in 2D we will have<00:02:39.519><c> this</c><00:02:40.239><c> stress</c><00:02:40.640><c> and</c><00:02:40.879><c> will</c><00:02:41.040><c> be</c><00:02:41.200><c> called</c> have this stress and will be called have this stress and will be called triangle<00:02:42.480><c> stress</c><00:02:43.200><c> block.</c><00:02:44.560><c> But</c><00:02:44.800><c> at</c><00:02:45.040><c> the</c> triangle stress block. But at the triangle stress block. But at the ultimate<00:02:46.239><c> the</c><00:02:46.720><c> stress</c><00:02:47.120><c> strain</c><00:02:47.599><c> become</c> ultimate the stress strain become ultimate the stress strain become nonlinear nonlinear nonlinear and<00:02:50.319><c> we</c><00:02:50.560><c> can</c><00:02:50.640><c> see</c><00:02:50.800><c> here</c><00:02:51.120><c> the</c><00:02:51.360><c> maximum</c><00:02:51.760><c> is</c><00:02:52.000><c> 045</c> and we can see here the maximum is 045 and we can see here the maximum is 045 FCU<00:02:54.239><c> coming</c><00:02:54.560><c> from</c><00:02:55.200><c> 67</c><00:02:56.000><c> FCU</c><00:02:56.640><c> divided</c><00:02:56.959><c> by</c><00:02:57.200><c> gamma</c> FCU coming from 67 FCU divided by gamma FCU coming from 67 FCU divided by gamma m<00:02:57.840><c> which</c><00:02:58.000><c> is</c><00:02:58.239><c> 1.5</c><00:02:59.599><c> in</c><00:03:00.400><c> uh</c><00:03:00.640><c> the</c><00:03:00.959><c> bridge</c><00:03:01.360><c> standard</c> m which is 1.5 in uh the bridge standard m which is 1.5 in uh the bridge standard code. code. code. Uh<00:03:03.599><c> if</c><00:03:03.840><c> you</c><00:03:04.000><c> want</c><00:03:04.080><c> to</c><00:03:04.239><c> learn</c><00:03:04.480><c> more</c><00:03:04.720><c> about</c><00:03:04.959><c> the</c> Uh if you want to learn more about the Uh if you want to learn more about the stress<00:03:05.519><c> strain</c><00:03:06.319><c> uh</c><00:03:07.200><c> relation</c><00:03:07.599><c> of</c><00:03:07.840><c> steel</c><00:03:08.239><c> and</c> stress strain uh relation of steel and stress strain uh relation of steel and concrete<00:03:09.760><c> we</c><00:03:10.159><c> can</c><00:03:10.319><c> find</c><00:03:10.640><c> in</c><00:03:11.280><c> uh</c><00:03:11.440><c> a</c><00:03:11.760><c> previous</c> concrete we can find in uh a previous concrete we can find in uh a previous video. video. video. So<00:03:14.319><c> for</c><00:03:15.120><c> at</c><00:03:15.599><c> ultimate</c><00:03:16.319><c> the</c><00:03:17.040><c> stress</c><00:03:17.519><c> will</c><00:03:17.760><c> be</c> So for at ultimate the stress will be So for at ultimate the stress will be called<00:03:18.480><c> rectangular</c><00:03:19.120><c> parabolic.</c><00:03:20.159><c> It</c><00:03:20.400><c> will</c><00:03:20.560><c> be</c> called rectangular parabolic. It will be called rectangular parabolic. It will be similar<00:03:20.959><c> to</c><00:03:21.120><c> the</c><00:03:21.360><c> stress</c><00:03:21.760><c> strain</c><00:03:22.640><c> curve</c><00:03:23.440><c> and</c> similar to the stress strain curve and similar to the stress strain curve and instead<00:03:24.080><c> of</c><00:03:24.319><c> having</c><00:03:24.560><c> a</c><00:03:24.879><c> triangle</c><00:03:25.519><c> load</c><00:03:25.920><c> here</c> instead of having a triangle load here instead of having a triangle load here this<00:03:26.879><c> will</c><00:03:27.040><c> be</c><00:03:27.280><c> called</c><00:03:27.519><c> rectangular</c><00:03:28.400><c> uh</c> this will be called rectangular uh this will be called rectangular uh barabolic<00:03:29.440><c> and</c><00:03:29.680><c> in</c><00:03:29.920><c> 2D</c><00:03:30.400><c> it</c><00:03:30.640><c> will</c><00:03:30.959><c> be</c><00:03:31.280><c> this</c> barabolic and in 2D it will be this barabolic and in 2D it will be this shape<00:03:32.000><c> the</c><00:03:32.239><c> height</c><00:03:32.480><c> of</c><00:03:32.720><c> this</c><00:03:33.519><c> stress</c><00:03:34.000><c> is</c><00:03:34.400><c> still</c> shape the height of this stress is still shape the height of this stress is still X.<00:03:35.840><c> And</c><00:03:36.080><c> to</c><00:03:36.400><c> increase</c><00:03:36.640><c> this</c><00:03:36.879><c> one</c><00:03:37.120><c> and</c><00:03:37.360><c> enlarged</c> X. And to increase this one and enlarged X. And to increase this one and enlarged we<00:03:38.159><c> can</c><00:03:38.239><c> see</c><00:03:38.400><c> here</c><00:03:39.040><c> the</c><00:03:39.519><c> maximum</c><00:03:40.080><c> value</c><00:03:40.560><c> equals</c> we can see here the maximum value equals we can see here the maximum value equals 045<00:03:42.000><c> FCU</c><00:03:43.200><c> which</c><00:03:43.440><c> is</c><00:03:43.599><c> the</c><00:03:43.920><c> maximum</c><00:03:44.400><c> value</c><00:03:44.640><c> here.</c> 045 FCU which is the maximum value here. 045 FCU which is the maximum value here. The<00:03:45.200><c> same</c><00:03:45.360><c> height</c><00:03:45.680><c> here</c><00:03:46.000><c> equals</c><00:03:46.319><c> to</c><00:03:46.480><c> the</c><00:03:46.720><c> same</c> The same height here equals to the same The same height here equals to the same height<00:03:47.200><c> here.</c><00:03:48.000><c> So</c><00:03:48.239><c> 045</c><00:03:49.120><c> FCU</c><00:03:50.159><c> and</c><00:03:50.480><c> the</c><00:03:50.959><c> height</c> height here. So 045 FCU and the height height here. So 045 FCU and the height or<00:03:51.599><c> the</c><00:03:51.760><c> length</c><00:03:52.080><c> of</c><00:03:52.319><c> the</c><00:03:52.400><c> other</c><00:03:52.799><c> dimension</c><00:03:53.280><c> of</c> or the length of the other dimension of or the length of the other dimension of the<00:03:53.760><c> rectangular</c><00:03:54.560><c> or</c><00:03:54.799><c> the</c><00:03:55.040><c> rectangular</c> the rectangular or the rectangular the rectangular or the rectangular parabolic<00:03:56.159><c> is</c><00:03:56.720><c> the</c><00:03:57.040><c> same</c><00:03:57.200><c> value</c><00:03:57.599><c> which</c><00:03:57.840><c> is</c><00:03:58.000><c> X.</c> parabolic is the same value which is X. parabolic is the same value which is X. the<00:03:58.799><c> distance</c><00:03:59.120><c> from</c><00:03:59.360><c> the</c><00:03:59.760><c> outer</c><00:04:00.159><c> compression</c> the distance from the outer compression the distance from the outer compression surface<00:04:01.120><c> of</c><00:04:01.200><c> the</c><00:04:01.439><c> concrete</c><00:04:01.840><c> to</c><00:04:02.000><c> the</c><00:04:02.239><c> center</c><00:04:03.120><c> uh</c> surface of the concrete to the center uh surface of the concrete to the center uh line<00:04:03.680><c> or</c><00:04:03.920><c> the</c><00:04:04.560><c> uh</c><00:04:05.360><c> neutral</c><00:04:05.760><c> axis</c><00:04:06.080><c> of</c><00:04:06.319><c> the</c> line or the uh neutral axis of the line or the uh neutral axis of the reinforced<00:04:07.040><c> concrete</c><00:04:08.000><c> section.</c><00:04:09.040><c> The</c><00:04:09.280><c> problem</c> reinforced concrete section. The problem reinforced concrete section. The problem of<00:04:09.760><c> this</c><00:04:10.080><c> rectangular</c><00:04:10.560><c> parabolic</c><00:04:11.200><c> is</c><00:04:11.599><c> that</c><00:04:11.920><c> it</c> of this rectangular parabolic is that it of this rectangular parabolic is that it is<00:04:12.400><c> difficult</c><00:04:12.720><c> to</c><00:04:12.879><c> calculate</c><00:04:14.080><c> this</c><00:04:14.560><c> load</c> is difficult to calculate this load is difficult to calculate this load [snorts]<00:04:14.959><c> the</c><00:04:15.200><c> resultant</c><00:04:15.680><c> load</c><00:04:15.920><c> here</c><00:04:16.239><c> or</c><00:04:16.479><c> to</c> [snorts] the resultant load here or to [snorts] the resultant load here or to find<00:04:17.199><c> the</c><00:04:17.600><c> centrid</c><00:04:18.079><c> of</c><00:04:18.320><c> this</c><00:04:18.639><c> load.</c><00:04:18.959><c> So</c><00:04:19.120><c> it</c><00:04:19.280><c> is</c> find the centrid of this load. So it is find the centrid of this load. So it is difficult<00:04:19.759><c> to</c><00:04:20.000><c> use</c><00:04:20.560><c> this</c><00:04:21.040><c> rectangular</c> difficult to use this rectangular difficult to use this rectangular parabolic<00:04:22.160><c> in</c><00:04:22.639><c> the</c><00:04:22.880><c> analysis</c><00:04:23.360><c> and</c><00:04:23.600><c> design</c><00:04:23.840><c> of</c> parabolic in the analysis and design of parabolic in the analysis and design of reinforced<00:04:24.639><c> concrete</c><00:04:25.360><c> sections.</c><00:04:26.479><c> Therefore,</c> reinforced concrete sections. Therefore, reinforced concrete sections. Therefore, design<00:04:27.600><c> codes</c><00:04:28.080><c> instead</c><00:04:28.400><c> of</c><00:04:28.560><c> using</c><00:04:28.880><c> this</c> design codes instead of using this design codes instead of using this rectangular<00:04:29.759><c> parabolic</c><00:04:30.639><c> they</c><00:04:31.440><c> most</c><00:04:31.680><c> of</c><00:04:31.840><c> the</c> rectangular parabolic they most of the rectangular parabolic they most of the codes<00:04:32.320><c> or</c><00:04:32.560><c> all</c><00:04:32.800><c> design</c><00:04:33.199><c> codes</c><00:04:33.600><c> they</c><00:04:34.320><c> changed</c> codes or all design codes they changed codes or all design codes they changed this<00:04:34.960><c> one</c><00:04:35.120><c> from</c><00:04:35.440><c> rectangular</c><00:04:36.000><c> parabolic</c><00:04:36.560><c> to</c> this one from rectangular parabolic to this one from rectangular parabolic to something<00:04:37.199><c> called</c><00:04:37.600><c> equivalent</c><00:04:38.400><c> rectangular.</c> something called equivalent rectangular. something called equivalent rectangular. equivalent<00:04:40.160><c> rectangular.</c><00:04:40.800><c> We</c><00:04:41.040><c> can</c><00:04:41.199><c> see</c><00:04:41.360><c> here</c> equivalent rectangular. We can see here equivalent rectangular. We can see here now<00:04:42.400><c> it</c><00:04:42.720><c> is</c><00:04:43.280><c> a</c><00:04:43.600><c> rectangle</c><00:04:44.320><c> not</c><00:04:44.560><c> parabolic</c> now it is a rectangle not parabolic now it is a rectangle not parabolic anymore.<00:04:46.320><c> And</c><00:04:46.800><c> the</c><00:04:47.040><c> height</c><00:04:47.360><c> of</c><00:04:47.600><c> this</c><00:04:48.160><c> uh</c> anymore. And the height of this uh anymore. And the height of this uh equivalent<00:04:48.880><c> rectangular</c><00:04:49.600><c> now</c><00:04:49.919><c> is.9x.</c> equivalent rectangular now is.9x. equivalent rectangular now is.9x. It<00:04:51.680><c> is</c><00:04:51.840><c> less</c><00:04:52.080><c> than</c><00:04:52.720><c> the</c><00:04:53.040><c> distance</c><00:04:53.360><c> from</c><00:04:53.680><c> the</c> It is less than the distance from the It is less than the distance from the outer<00:04:54.800><c> concrete</c><00:04:55.759><c> uh</c><00:04:56.080><c> surface</c><00:04:56.560><c> to</c><00:04:56.880><c> the</c><00:04:57.199><c> neutral</c> outer concrete uh surface to the neutral outer concrete uh surface to the neutral axis.<00:04:58.240><c> Let's</c><00:04:58.560><c> enlarge</c><00:04:59.040><c> this</c><00:04:59.280><c> one</c><00:04:59.440><c> and</c><00:04:59.680><c> see</c><00:04:59.840><c> how</c> axis. Let's enlarge this one and see how axis. Let's enlarge this one and see how it<00:05:00.160><c> look.</c><00:05:01.120><c> Here</c><00:05:02.000><c> the</c><00:05:02.479><c> stress</c><00:05:02.960><c> equals</c><00:05:03.600><c> 045</c><00:05:04.400><c> FCU</c> it look. Here the stress equals 045 FCU it look. Here the stress equals 045 FCU which<00:05:05.600><c> is</c><00:05:05.759><c> the</c><00:05:05.919><c> maximum</c><00:05:06.800><c> uh</c><00:05:07.120><c> stress</c><00:05:07.840><c> according</c> which is the maximum uh stress according which is the maximum uh stress according to<00:05:08.560><c> the</c><00:05:09.280><c> uh</c><00:05:09.759><c> stress</c><00:05:10.160><c> strain</c><00:05:10.880><c> relationship.</c> to the uh stress strain relationship. to the uh stress strain relationship. This<00:05:12.960><c> value</c><00:05:13.280><c> of</c><00:05:13.520><c> course</c><00:05:13.759><c> differs</c><00:05:14.160><c> from</c><00:05:14.320><c> one</c> This value of course differs from one This value of course differs from one code<00:05:14.800><c> to</c><00:05:15.039><c> another</c><00:05:15.360><c> code.</c><00:05:16.000><c> So</c><00:05:16.160><c> it</c><00:05:16.479><c> depends</c><00:05:16.720><c> on</c> code to another code. So it depends on code to another code. So it depends on the<00:05:17.280><c> code</c><00:05:17.520><c> that</c><00:05:17.759><c> you</c><00:05:17.840><c> are</c><00:05:18.000><c> using.</c><00:05:18.320><c> According</c> the code that you are using. According the code that you are using. According to<00:05:18.880><c> the</c><00:05:19.039><c> BS</c><00:05:19.520><c> code,</c><00:05:19.759><c> this</c><00:05:19.919><c> will</c><00:05:20.080><c> be</c><00:05:20.160><c> the</c><00:05:20.400><c> maximum</c> to the BS code, this will be the maximum to the BS code, this will be the maximum value.<00:05:21.440><c> And</c><00:05:21.759><c> again</c><00:05:22.160><c> the</c><00:05:22.400><c> height</c><00:05:22.720><c> here</c> value. And again the height here value. And again the height here according<00:05:23.440><c> to</c><00:05:23.600><c> the</c><00:05:23.840><c> BS</c><00:05:24.720><c> is</c><00:05:25.280><c> s=.9x.</c> according to the BS is s=.9x. according to the BS is s=.9x. And<00:05:27.120><c> again</c><00:05:27.440><c> it</c><00:05:27.759><c> differs</c><00:05:28.000><c> from</c><00:05:28.240><c> one</c><00:05:28.400><c> code</c><00:05:28.639><c> to</c> And again it differs from one code to And again it differs from one code to another<00:05:29.199><c> but</c><00:05:29.759><c> the</c><00:05:30.000><c> same</c><00:05:30.240><c> concept</c><00:05:30.639><c> of</c><00:05:30.880><c> using</c> another but the same concept of using another but the same concept of using equivalent<00:05:31.759><c> rectangular</c><00:05:32.400><c> it</c><00:05:32.560><c> is</c><00:05:32.880><c> in</c><00:05:33.199><c> all</c> equivalent rectangular it is in all equivalent rectangular it is in all design<00:05:34.479><c> codes</c><00:05:35.199><c> the</c><00:05:35.440><c> the</c><00:05:35.759><c> difference</c><00:05:36.080><c> will</c><00:05:36.320><c> be</c> design codes the the difference will be design codes the the difference will be on<00:05:36.720><c> the</c><00:05:37.039><c> calculating</c><00:05:37.600><c> of</c><00:05:37.759><c> the</c><00:05:37.919><c> value</c><00:05:38.080><c> of</c><00:05:38.400><c> S</c> on the calculating of the value of S on the calculating of the value of S here<00:05:38.960><c> and</c><00:05:39.120><c> calculating</c><00:05:39.680><c> the</c><00:05:39.919><c> value</c><00:05:40.080><c> of</c> here and calculating the value of here and calculating the value of maximum<00:05:41.199><c> stress</c><00:05:41.600><c> but</c><00:05:41.919><c> it</c><00:05:42.080><c> is</c><00:05:42.320><c> still</c><00:05:42.720><c> the</c><00:05:43.039><c> same</c> maximum stress but it is still the same maximum stress but it is still the same by<00:05:43.520><c> using</c><00:05:43.840><c> this</c><00:05:44.160><c> equivalent</c><00:05:44.639><c> rectangle</c><00:05:45.199><c> it</c> by using this equivalent rectangle it by using this equivalent rectangle it will<00:05:45.520><c> be</c><00:05:45.600><c> easy</c><00:05:45.840><c> to</c><00:05:46.000><c> find</c><00:05:46.240><c> the</c><00:05:46.479><c> compression</c> will be easy to find the compression will be easy to find the compression force<00:05:47.680><c> and</c><00:05:47.919><c> to</c><00:05:48.240><c> be</c><00:05:48.400><c> able</c><00:05:48.639><c> to</c><00:05:48.960><c> find</c><00:05:49.280><c> the</c><00:05:50.400><c> uh</c> force and to be able to find the uh force and to be able to find the uh capacity<00:05:51.039><c> of</c><00:05:51.199><c> the</c><00:05:51.440><c> crosssection.</c> capacity of the crosssection. capacity of the crosssection. Let's<00:05:53.520><c> conclude</c><00:05:54.080><c> this.</c><00:05:54.960><c> So</c><00:05:55.759><c> uh</c><00:05:56.000><c> just</c><00:05:56.320><c> after</c> Let's conclude this. So uh just after Let's conclude this. So uh just after cracking<00:05:57.680><c> the</c><00:05:58.400><c> stress</c><00:05:58.800><c> will</c><00:05:59.039><c> be</c><00:05:59.280><c> triangle</c><00:05:59.759><c> as</c> cracking the stress will be triangle as cracking the stress will be triangle as you<00:06:00.160><c> can</c><00:06:00.320><c> see</c><00:06:00.800><c> and</c><00:06:01.039><c> the</c><00:06:01.360><c> forces</c><00:06:02.160><c> the</c><00:06:02.400><c> tensile</c> you can see and the forces the tensile you can see and the forces the tensile forces<00:06:03.199><c> will</c><00:06:03.440><c> be</c><00:06:03.520><c> carried</c><00:06:03.840><c> by</c><00:06:04.080><c> the</c><00:06:04.319><c> tension</c> forces will be carried by the tension forces will be carried by the tension steel.<00:06:05.680><c> At</c><00:06:05.919><c> the</c><00:06:06.160><c> ultimate</c><00:06:06.800><c> we</c><00:06:07.039><c> have</c><00:06:07.199><c> this</c> steel. At the ultimate we have this steel. At the ultimate we have this rectangular<00:06:08.080><c> parabolic</c><00:06:09.039><c> and</c><00:06:09.440><c> to</c><00:06:09.680><c> make</c><00:06:09.840><c> it</c> rectangular parabolic and to make it rectangular parabolic and to make it easier<00:06:10.400><c> for</c><00:06:10.960><c> engineers</c><00:06:11.520><c> to</c><00:06:11.759><c> design</c><00:06:12.240><c> they</c> easier for engineers to design they easier for engineers to design they changed<00:06:12.960><c> this</c><00:06:13.199><c> one</c><00:06:13.360><c> from</c><00:06:13.600><c> rectangular</c> changed this one from rectangular changed this one from rectangular parabolic<00:06:14.639><c> to</c><00:06:15.039><c> equivalent</c><00:06:15.600><c> rectangular</c><00:06:16.160><c> with</c> parabolic to equivalent rectangular with parabolic to equivalent rectangular with a<00:06:16.560><c> height</c><00:06:16.880><c> equals</c><00:06:18.160><c> 9x</c><00:06:18.720><c> and</c><00:06:18.960><c> a</c><00:06:19.120><c> maximum</c><00:06:19.600><c> value</c> a height equals 9x and a maximum value a height equals 9x and a maximum value equals45 equals45 equals45 fcu. fcu. fcu. Let's<00:06:23.840><c> now</c><00:06:24.319><c> learn</c><00:06:24.720><c> how</c><00:06:24.960><c> to</c><00:06:25.280><c> calculate</c><00:06:25.759><c> the</c> Let's now learn how to calculate the Let's now learn how to calculate the value<00:06:26.240><c> of</c><00:06:26.400><c> the</c><00:06:26.639><c> compression</c><00:06:27.039><c> force</c><00:06:27.840><c> and</c><00:06:28.240><c> the</c> value of the compression force and the value of the compression force and the uh<00:06:29.280><c> capacity</c><00:06:29.759><c> of</c><00:06:29.919><c> the</c><00:06:30.080><c> section</c><00:06:30.400><c> or</c><00:06:30.639><c> resisting</c> uh capacity of the section or resisting uh capacity of the section or resisting moment<00:06:31.440><c> capacity</c><00:06:31.759><c> of</c><00:06:31.919><c> the</c><00:06:32.080><c> section.</c><00:06:32.960><c> So</c><00:06:33.280><c> we</c> moment capacity of the section. So we moment capacity of the section. So we have<00:06:33.759><c> here</c><00:06:34.479><c> a</c><00:06:34.800><c> compression</c><00:06:35.199><c> force</c><00:06:35.600><c> we'll</c><00:06:35.840><c> call</c> have here a compression force we'll call have here a compression force we'll call it<00:06:36.160><c> F</c><00:06:36.400><c> subC</c><00:06:37.680><c> and</c><00:06:37.919><c> the</c><00:06:38.160><c> tension</c><00:06:38.479><c> force</c><00:06:38.720><c> in</c><00:06:38.880><c> the</c> it F subC and the tension force in the it F subC and the tension force in the steer<00:06:39.280><c> reinforcement</c><00:06:39.840><c> we'll</c><00:06:40.000><c> call</c><00:06:40.160><c> it</c><00:06:40.319><c> FST</c> steer reinforcement we'll call it FST steer reinforcement we'll call it FST and<00:06:41.919><c> the</c><00:06:42.160><c> distance</c><00:06:42.479><c> of</c><00:06:42.639><c> the</c><00:06:42.800><c> real</c><00:06:43.120><c> arm</c><00:06:43.520><c> will</c><00:06:43.759><c> be</c> and the distance of the real arm will be and the distance of the real arm will be called<00:06:44.400><c> Z.</c><00:06:45.199><c> The</c><00:06:45.440><c> maximum</c><00:06:45.840><c> stress</c><00:06:46.240><c> as</c><00:06:46.479><c> we</c> called Z. The maximum stress as we called Z. The maximum stress as we explained<00:06:47.280><c> equals</c><00:06:47.680><c> 045</c><00:06:48.479><c> fcu</c><00:06:49.520><c> and</c><00:06:49.759><c> the</c><00:06:50.000><c> height</c> explained equals 045 fcu and the height explained equals 045 fcu and the height here<00:06:50.639><c> s</c><00:06:50.960><c> equals</c><00:06:51.520><c> to.9x.</c> here s equals to.9x. here s equals to.9x. The<00:06:53.680><c> cross-section</c><00:06:54.240><c> dimensions</c><00:06:54.800><c> will</c><00:06:55.039><c> be</c> The cross-section dimensions will be The cross-section dimensions will be equal<00:06:55.440><c> to</c><00:06:55.680><c> b.</c><00:06:56.160><c> The</c><00:06:56.400><c> width</c><00:06:56.800><c> and</c><00:06:57.039><c> the</c><00:06:57.199><c> effective</c> equal to b. The width and the effective equal to b. The width and the effective depth<00:06:58.479><c> from</c><00:06:58.720><c> the</c><00:06:59.039><c> compression</c><00:06:59.599><c> surface</c><00:06:59.919><c> to</c> depth from the compression surface to depth from the compression surface to the<00:07:00.319><c> center</c><00:07:00.639><c> line</c><00:07:00.800><c> of</c><00:07:00.960><c> the</c><00:07:01.120><c> tension</c><00:07:01.520><c> steel</c> the center line of the tension steel the center line of the tension steel will<00:07:02.400><c> be</c><00:07:02.560><c> called</c><00:07:02.880><c> d</c><00:07:03.199><c> which</c><00:07:03.440><c> is</c><00:07:03.599><c> the</c><00:07:03.919><c> effective</c> will be called d which is the effective will be called d which is the effective depth.<00:07:05.280><c> Now</c><00:07:05.840><c> let's</c><00:07:06.479><c> make</c><00:07:06.880><c> equilibrium</c> depth. Now let's make equilibrium depth. Now let's make equilibrium between<00:07:07.919><c> the</c><00:07:08.160><c> two</c><00:07:08.319><c> forces.</c><00:07:08.720><c> Summation</c><00:07:09.120><c> of</c> between the two forces. Summation of between the two forces. Summation of force<00:07:09.599><c> in</c><00:07:09.759><c> the</c><00:07:09.919><c> horizontal</c><00:07:10.400><c> direction</c><00:07:10.800><c> should</c> force in the horizontal direction should force in the horizontal direction should be<00:07:11.199><c> zero.</c><00:07:11.680><c> So</c><00:07:12.000><c> summation</c><00:07:12.400><c> of</c><00:07:12.479><c> the</c><00:07:12.639><c> forces</c><00:07:13.120><c> here</c> be zero. So summation of the forces here be zero. So summation of the forces here equal<00:07:13.680><c> to</c><00:07:13.919><c> zero.</c><00:07:14.240><c> So</c><00:07:14.639><c> you'll</c><00:07:15.039><c> find</c><00:07:15.199><c> that</c><00:07:15.599><c> FCC</c> equal to zero. So you'll find that FCC equal to zero. So you'll find that FCC equals<00:07:16.800><c> to</c><00:07:16.960><c> the</c><00:07:17.680><c> FCT</c><00:07:18.720><c> the</c><00:07:19.120><c> compression</c><00:07:19.840><c> equals</c> equals to the FCT the compression equals equals to the FCT the compression equals to<00:07:20.479><c> the</c><00:07:21.039><c> tension.</c><00:07:21.840><c> Let's</c><00:07:22.240><c> get</c><00:07:22.400><c> the</c><00:07:22.560><c> moment.</c> to the tension. Let's get the moment. to the tension. Let's get the moment. The<00:07:23.440><c> moment</c><00:07:23.919><c> from</c><00:07:24.240><c> this</c><00:07:24.479><c> couple</c><00:07:24.960><c> equals</c><00:07:25.440><c> what?</c> The moment from this couple equals what? The moment from this couple equals what? Equals<00:07:26.400><c> if</c><00:07:26.639><c> you</c><00:07:26.720><c> take</c><00:07:26.800><c> a</c><00:07:27.039><c> moment</c><00:07:27.280><c> at</c><00:07:27.520><c> the</c><00:07:28.479><c> uh</c> Equals if you take a moment at the uh Equals if you take a moment at the uh the<00:07:29.120><c> position</c><00:07:29.440><c> of</c><00:07:29.680><c> FCC.</c><00:07:30.560><c> So</c><00:07:30.880><c> it</c><00:07:31.120><c> will</c><00:07:31.280><c> be</c><00:07:31.440><c> FCT</c><00:07:32.240><c> </c> the position of FCC. So it will be FCT the position of FCC. So it will be FCT * Z.<00:07:32.960><c> Or</c><00:07:33.120><c> if</c><00:07:33.280><c> you</c><00:07:33.440><c> take</c><00:07:33.520><c> it</c><00:07:33.680><c> down</c><00:07:33.919><c> here,</c><00:07:34.160><c> so</c><00:07:34.319><c> it</c> Z. Or if you take it down here, so it Z. Or if you take it down here, so it will<00:07:34.639><c> be</c><00:07:34.720><c> FCC</c><00:07:35.440><c> </c><00:07:35.680><c> Z.</c><00:07:36.080><c> So</c><00:07:36.319><c> the</c><00:07:36.560><c> moment</c><00:07:36.880><c> equals</c> will be FCC Z. So the moment equals will be FCC * Z. So the moment equals the<00:07:37.440><c> compression</c><00:07:38.240><c> force</c><00:07:38.639><c> multiplied</c><00:07:39.199><c> by</c><00:07:39.360><c> the</c> the compression force multiplied by the the compression force multiplied by the liver<00:07:39.759><c> arm</c><00:07:40.319><c> and</c><00:07:40.560><c> meanwhile</c><00:07:41.120><c> it</c><00:07:41.360><c> equals</c><00:07:41.680><c> to</c><00:07:41.840><c> the</c> liver arm and meanwhile it equals to the liver arm and meanwhile it equals to the compression<00:07:42.479><c> the</c><00:07:42.720><c> tension</c><00:07:43.039><c> force</c><00:07:43.680><c> multiplied</c> compression the tension force multiplied compression the tension force multiplied by<00:07:44.639><c> the</c><00:07:44.880><c> liver</c><00:07:45.120><c> arm</c><00:07:45.440><c> because</c><00:07:45.759><c> FCC</c><00:07:46.560><c> equals</c><00:07:46.960><c> to</c> by the liver arm because FCC equals to by the liver arm because FCC equals to the<00:07:47.840><c> FCT.</c><00:07:48.639><c> So</c><00:07:48.800><c> how</c><00:07:49.039><c> much</c><00:07:49.199><c> is</c><00:07:49.360><c> the</c><00:07:49.520><c> FCC</c><00:07:50.160><c> and</c><00:07:50.400><c> how</c> the FCT. So how much is the FCC and how the FCT. So how much is the FCC and how much<00:07:50.639><c> is</c><00:07:50.800><c> the</c><00:07:50.960><c> FSC?</c><00:07:52.000><c> Let's</c><00:07:52.319><c> get</c><00:07:52.560><c> them.</c><00:07:52.800><c> But</c> much is the FSC? Let's get them. But much is the FSC? Let's get them. But before<00:07:53.280><c> doing</c><00:07:53.440><c> that</c><00:07:53.840><c> how</c><00:07:54.080><c> much</c><00:07:54.240><c> is</c><00:07:54.400><c> this</c><00:07:54.639><c> lever</c> before doing that how much is this lever before doing that how much is this lever arm?<00:07:55.599><c> This</c><00:07:55.840><c> lever</c><00:07:56.240><c> arm</c><00:07:56.560><c> equals</c><00:07:57.039><c> to</c><00:07:57.520><c> the</c><00:07:57.919><c> total</c> arm? This lever arm equals to the total arm? This lever arm equals to the total depth<00:07:59.520><c> effective</c><00:08:00.000><c> depth</c><00:08:00.639><c> from</c><00:08:00.879><c> the</c> depth effective depth from the depth effective depth from the compression<00:08:01.440><c> to</c><00:08:01.599><c> the</c><00:08:01.759><c> center</c><00:08:02.080><c> line</c><00:08:02.240><c> of</c><00:08:02.400><c> the</c> compression to the center line of the compression to the center line of the tension<00:08:02.960><c> steel</c><00:08:03.680><c> minus</c><00:08:04.240><c> this</c><00:08:04.639><c> distance</c><00:08:05.120><c> here</c> tension steel minus this distance here tension steel minus this distance here which<00:08:05.759><c> is</c><00:08:05.919><c> the</c><00:08:06.400><c> s</c><00:08:06.800><c> /</c><00:08:07.120><c> two.</c><00:08:07.520><c> This</c><00:08:07.840><c> load</c><00:08:08.160><c> or</c><00:08:08.479><c> this</c> which is the s / two. This load or this which is the s / two. This load or this force<00:08:09.120><c> is</c><00:08:09.360><c> exactly</c><00:08:09.759><c> at</c><00:08:10.000><c> the</c><00:08:10.240><c> middle</c><00:08:10.400><c> of</c><00:08:10.639><c> the</c><00:08:11.440><c> uh</c> force is exactly at the middle of the uh force is exactly at the middle of the uh s.<00:08:12.240><c> So</c><00:08:12.479><c> the</c><00:08:12.720><c> distance</c><00:08:13.199><c> above</c><00:08:13.759><c> the</c><00:08:14.000><c> force</c> s. So the distance above the force s. So the distance above the force equals<00:08:14.800><c> s</c><00:08:15.120><c> /</c><00:08:15.440><c> 2.</c><00:08:16.000><c> Then</c><00:08:16.240><c> the</c><00:08:16.639><c> lever</c><00:08:16.960><c> arm</c><00:08:17.360><c> equals</c> equals s / 2. Then the lever arm equals equals s / 2. Then the lever arm equals d<00:08:17.919><c> minus</c><00:08:18.319><c> s</c><00:08:18.639><c> /2.</c><00:08:20.000><c> Let's</c><00:08:20.240><c> now</c><00:08:20.560><c> calculate</c><00:08:21.280><c> the</c><00:08:22.000><c> uh</c> d minus s /2. Let's now calculate the uh d minus s /2. Let's now calculate the uh fcc.<00:08:23.360><c> The</c><00:08:23.599><c> FCC</c><00:08:24.319><c> equals</c><00:08:24.720><c> to</c><00:08:26.000><c> uh</c><00:08:26.240><c> a</c><00:08:26.479><c> force</c><00:08:26.960><c> always</c> fcc. The FCC equals to uh a force always fcc. The FCC equals to uh a force always equal<00:08:27.680><c> to</c><00:08:28.160><c> a</c><00:08:28.479><c> stress</c><00:08:28.879><c> multiplied</c><00:08:29.440><c> by</c><00:08:29.680><c> area.</c><00:08:30.080><c> So</c> equal to a stress multiplied by area. So equal to a stress multiplied by area. So the<00:08:30.479><c> stress</c><00:08:30.720><c> here</c><00:08:31.039><c> equals45</c><00:08:32.399><c> FCU</c><00:08:33.599><c> and</c><00:08:33.919><c> the</c> the stress here equals45 FCU and the the stress here equals45 FCU and the area<00:08:34.399><c> will</c><00:08:34.560><c> be</c><00:08:34.719><c> the</c><00:08:34.880><c> area</c><00:08:35.120><c> of</c><00:08:35.279><c> the</c><00:08:35.919><c> concrete.</c> area will be the area of the concrete. area will be the area of the concrete. The<00:08:37.120><c> area</c><00:08:37.279><c> of</c><00:08:37.440><c> the</c><00:08:37.599><c> concrete</c><00:08:38.080><c> equals</c><00:08:38.640><c> S</c> The area of the concrete equals S The area of the concrete equals S multiplied<00:08:40.000><c> by</c><00:08:40.560><c> B.</c><00:08:41.120><c> So</c><00:08:41.279><c> the</c><00:08:41.519><c> compression</c> multiplied by B. So the compression multiplied by B. So the compression force<00:08:42.959><c> coming</c><00:08:43.279><c> from</c><00:08:43.760><c> this</c><00:08:44.800><c> stress</c><00:08:45.120><c> block</c><00:08:45.440><c> here</c> force coming from this stress block here force coming from this stress block here equals<00:08:46.240><c> to</c><00:08:46.399><c> the</c><00:08:46.720><c> stress</c><00:08:47.120><c> maximum</c><00:08:47.600><c> stress</c><00:08:48.000><c> 045</c> equals to the stress maximum stress 045 equals to the stress maximum stress 045 FZU<00:08:49.760><c> multiplied</c><00:08:50.320><c> by</c><00:08:50.399><c> the</c><00:08:50.640><c> area</c><00:08:50.800><c> of</c><00:08:50.959><c> the</c> FZU multiplied by the area of the FZU multiplied by the area of the concrete<00:08:51.600><c> under</c><00:08:52.000><c> compression</c><00:08:52.800><c> which</c><00:08:53.040><c> is</c><00:08:53.279><c> S</c> concrete under compression which is S concrete under compression which is S multiplied<00:08:54.480><c> by</c><00:08:55.279><c> B.</c><00:08:56.399><c> Uh</c><00:08:56.720><c> meanwhile</c><00:08:57.360><c> the</c><00:08:57.920><c> force</c> multiplied by B. Uh meanwhile the force multiplied by B. Uh meanwhile the force in<00:08:58.399><c> the</c><00:08:58.560><c> tension</c><00:08:59.040><c> steel</c><00:08:59.519><c> again</c><00:09:00.160><c> the</c><00:09:00.399><c> force</c> in the tension steel again the force in the tension steel again the force equals<00:09:01.360><c> stress</c><00:09:01.680><c> in</c><00:09:01.920><c> the</c><00:09:02.080><c> steel</c><00:09:02.480><c> multiplied</c><00:09:03.040><c> by</c> equals stress in the steel multiplied by equals stress in the steel multiplied by the<00:09:03.760><c> area</c><00:09:04.000><c> of</c><00:09:04.160><c> the</c><00:09:04.320><c> steel.</c><00:09:04.640><c> The</c><00:09:04.880><c> maximum</c> the area of the steel. The maximum the area of the steel. The maximum stress<00:09:05.519><c> in</c><00:09:05.760><c> the</c><00:09:05.920><c> steel</c><00:09:06.240><c> assuming</c><00:09:06.720><c> that</c><00:09:06.959><c> it</c> stress in the steel assuming that it stress in the steel assuming that it will<00:09:07.360><c> yield</c><00:09:08.240><c> and</c><00:09:08.560><c> will</c><00:09:08.720><c> be</c><00:09:08.880><c> attention</c> will yield and will be attention will yield and will be attention failure.<00:09:09.920><c> So</c><00:09:10.080><c> it</c><00:09:10.240><c> will</c><00:09:10.320><c> be</c><00:09:10.480><c> the</c><00:09:10.640><c> maximum</c><00:09:11.120><c> 0.95</c> failure. So it will be the maximum 0.95 failure. So it will be the maximum 0.95 F<00:09:12.480><c> yield</c><00:09:13.279><c> which</c><00:09:13.519><c> is</c><00:09:13.760><c> Field</c><00:09:14.320><c> divided</c><00:09:14.640><c> by</c><00:09:14.800><c> gamma</c> F yield which is Field divided by gamma F yield which is Field divided by gamma M<00:09:15.440><c> 1.05</c><00:09:16.480><c> according</c><00:09:16.880><c> to</c><00:09:17.040><c> the</c><00:09:17.200><c> BS</c><00:09:17.600><c> code.</c><00:09:18.320><c> So</c><00:09:18.399><c> it</c> M 1.05 according to the BS code. So it M 1.05 according to the BS code. So it is<00:09:18.800><c> 0.95</c><00:09:19.600><c> Field</c><00:09:20.560><c> multiplied</c><00:09:21.120><c> by</c><00:09:21.279><c> the</c><00:09:21.440><c> area</c><00:09:21.680><c> of</c> is 0.95 Field multiplied by the area of is 0.95 Field multiplied by the area of the<00:09:22.000><c> steel</c><00:09:22.399><c> reinforcement.</c><00:09:23.519><c> So</c><00:09:23.760><c> we</c><00:09:24.000><c> can</c><00:09:24.160><c> find</c> the steel reinforcement. So we can find the steel reinforcement. So we can find the<00:09:24.800><c> compression</c><00:09:25.279><c> force</c><00:09:25.760><c> and</c><00:09:26.000><c> also</c><00:09:26.240><c> we</c><00:09:26.480><c> can</c> the compression force and also we can the compression force and also we can find<00:09:26.800><c> the</c><00:09:27.120><c> tension</c><00:09:27.519><c> force.</c><00:09:28.240><c> The</c><00:09:28.480><c> last</c><00:09:28.720><c> thing</c> find the tension force. The last thing find the tension force. The last thing to<00:09:29.200><c> find</c><00:09:29.839><c> is</c><00:09:30.080><c> to</c><00:09:30.320><c> get</c><00:09:30.480><c> the</c><00:09:31.200><c> uh</c><00:09:31.600><c> capacity</c><00:09:32.240><c> the</c> to find is to get the uh capacity the to find is to get the uh capacity the resisting<00:09:33.040><c> moment</c><00:09:33.279><c> of</c><00:09:33.519><c> the</c><00:09:33.680><c> section.</c><00:09:34.399><c> So</c><00:09:34.640><c> the</c> resisting moment of the section. So the resisting moment of the section. So the moment<00:09:35.120><c> will</c><00:09:35.360><c> be</c><00:09:35.519><c> coming</c><00:09:35.680><c> from</c><00:09:35.920><c> this</c><00:09:36.240><c> couple.</c> moment will be coming from this couple. moment will be coming from this couple. So<00:09:36.959><c> the</c><00:09:37.200><c> moment</c><00:09:37.519><c> equals</c><00:09:37.920><c> FCC</c><00:09:39.120><c> </c><00:09:39.279><c> Z</c><00:09:40.000><c> and</c><00:09:40.240><c> also</c> So the moment equals FCC Z and also So the moment equals FCC * Z and also FST<00:09:41.680><c> </c><00:09:41.920><c> Z</c><00:09:42.320><c> by</c><00:09:42.560><c> substituting</c><00:09:43.279><c> the</c><00:09:43.440><c> FCC</c><00:09:44.080><c> and</c><00:09:44.240><c> FST.</c> FST Z by substituting the FCC and FST. FST * Z by substituting the FCC and FST. So<00:09:45.760><c> the</c><00:09:46.000><c> moment</c><00:09:46.399><c> coming</c><00:09:46.720><c> from</c><00:09:46.959><c> the</c> So the moment coming from the So the moment coming from the compression<00:09:48.240><c> side</c><00:09:48.720><c> equals</c><00:09:49.200><c> FCC</c><00:09:50.000><c> which</c><00:09:50.320><c> will</c> compression side equals FCC which will compression side equals FCC which will be<00:09:50.800><c> this</c><00:09:51.760><c> term</c><00:09:52.080><c> here45</c><00:09:53.279><c> FCU</c><00:09:54.080><c> </c><00:09:54.320><c> S</c><00:09:54.640><c> </c><00:09:54.880><c> B</c> be this term here45 FCU * S * B be this term here45 FCU * S * B multiplied<00:09:55.920><c> by</c><00:09:56.080><c> the</c><00:09:56.240><c> lever</c><00:09:56.560><c> arm</c><00:09:56.880><c> which</c><00:09:57.040><c> is</c><00:09:57.120><c> D</c> multiplied by the lever arm which is D multiplied by the lever arm which is D minus<00:09:57.680><c> S</c><00:09:58.000><c> /</c><00:09:58.320><c> 2.</c><00:09:58.959><c> And</c><00:09:59.120><c> if</c><00:09:59.360><c> we</c><00:09:59.519><c> get</c><00:09:59.600><c> it</c><00:09:59.760><c> from</c><00:09:59.920><c> the</c> minus S / 2. And if we get it from the minus S / 2. And if we get it from the tension<00:10:00.399><c> side</c><00:10:00.800><c> take</c><00:10:00.959><c> a</c><00:10:01.120><c> moment</c><00:10:01.440><c> at</c><00:10:01.680><c> the</c> tension side take a moment at the tension side take a moment at the position<00:10:02.320><c> of</c><00:10:02.560><c> FCC.</c><00:10:03.360><c> So</c><00:10:03.519><c> it</c><00:10:03.680><c> will</c><00:10:03.839><c> be</c><00:10:05.040><c> FST</c> position of FCC. So it will be FST position of FCC. So it will be FST multiplied<00:10:06.880><c> by</c><00:10:07.200><c> D</c><00:10:07.440><c> minus</c><00:10:07.760><c> S</c><00:10:08.000><c> /</c><00:10:08.240><c> 2.</c><00:10:08.480><c> The</c><00:10:08.640><c> FST</c> multiplied by D minus S / 2. The FST multiplied by D minus S / 2. The FST equals.95<00:10:10.640><c> Field</c><00:10:11.360><c> A</c><00:10:12.399><c> multiplied</c><00:10:12.880><c> by</c><00:10:13.040><c> the</c> equals.95 Field A multiplied by the equals.95 Field A multiplied by the liver<00:10:13.519><c> arm</c><00:10:14.000><c> which</c><00:10:14.160><c> is</c><00:10:14.640><c> D</c><00:10:14.959><c> minus</c><00:10:15.440><c> S</c><00:10:15.760><c> over</c><00:10:16.399><c> 2.</c><00:10:17.200><c> In</c> liver arm which is D minus S over 2. In liver arm which is D minus S over 2. In the<00:10:17.680><c> coming</c><00:10:17.920><c> video</c><00:10:18.480><c> we</c><00:10:18.720><c> will</c><00:10:18.880><c> be</c><00:10:19.040><c> talking</c> the coming video we will be talking the coming video we will be talking about<00:10:19.680><c> the</c><00:10:19.839><c> flexure</c><00:10:20.320><c> mod</c><00:10:20.640><c> of</c><00:10:20.800><c> failure</c><00:10:21.760><c> uh</c><00:10:21.839><c> of</c> about the flexure mod of failure uh of about the flexure mod of failure uh of reinforced<00:10:22.720><c> concrete</c><00:10:23.680><c> section.</c><00:10:24.640><c> Uh</c><00:10:25.120><c> thank</c> reinforced concrete section. Uh thank reinforced concrete section. Uh thank you<00:10:25.519><c> for</c><00:10:25.839><c> watching</c><00:10:26.160><c> this</c><00:10:26.480><c> video.</c><00:10:27.360><c> If</c><00:10:27.519><c> you</c><00:10:27.680><c> like</c> you for watching this video. If you like you for watching this video. If you like the<00:10:28.000><c> video</c><00:10:28.320><c> please</c><00:10:28.560><c> click</c><00:10:28.800><c> on</c><00:10:28.959><c> like,</c> the video please click on like, the video please click on like, subscribe<00:10:29.920><c> and</c><00:10:30.399><c> share</c><00:10:30.720><c> with</c><00:10:30.959><c> others.</c><00:10:31.680><c> Thank</c> subscribe and share with others. Thank subscribe and share with others. Thank you<00:10:32.160><c> and</c><00:10:32.399><c> looking</c><00:10:32.720><c> forward</c><00:10:33.120><c> to</c><00:10:33.519><c> see</c><00:10:33.760><c> you</c><00:10:33.920><c> in</c><00:10:34.160><c> a</c> you and looking forward to see you in a you and looking forward to see you in a coming<00:10:34.720><c> video</c><00:10:35.360><c> and</c><00:10:35.600><c> goodbye.</c>
4	FMxlTXUXrXg	Failure Modes of Reinforced Concrete Beam Sections under Flexure (Balanced -Tension - Compression)	https://www.youtube.com/watch?v=FMxlTXUXrXg	Failure_Modes_of_Reinforced_Concrete_Beam_Sections_under_Flexure_Balanced_-Tension_-_Compression.en.vtt	Hello<00:00:01.920><c> everyone.</c><00:00:02.560><c> This</c><00:00:02.720><c> is</c><00:00:02.879><c> Dr.</c><00:00:03.200><c> Shriil</c><00:00:03.679><c> Gam</c> Hello everyone. This is Dr. Shriil Gam Hello everyone. This is Dr. Shriil Gam and<00:00:04.319><c> today</c><00:00:04.560><c> I'm</c><00:00:04.880><c> with</c><00:00:05.040><c> you</c><00:00:05.359><c> in</c><00:00:05.920><c> uh</c><00:00:06.080><c> a</c><00:00:06.319><c> new</c><00:00:06.640><c> video</c> and today I'm with you in uh a new video and today I'm with you in uh a new video about<00:00:07.440><c> reinforced</c><00:00:08.160><c> concrete</c><00:00:08.639><c> design.</c><00:00:09.519><c> Within</c> about reinforced concrete design. Within about reinforced concrete design. Within this<00:00:10.160><c> video</c><00:00:10.480><c> we'll</c><00:00:10.719><c> be</c><00:00:10.880><c> learning</c><00:00:11.280><c> about</c><00:00:11.679><c> the</c> this video we'll be learning about the this video we'll be learning about the flexural<00:00:12.480><c> modes</c><00:00:12.800><c> of</c><00:00:13.040><c> failure</c><00:00:13.360><c> of</c><00:00:13.599><c> reinforced</c> flexural modes of failure of reinforced flexural modes of failure of reinforced concrete<00:00:15.360><c> sections</c><00:00:16.560><c> and</c><00:00:16.960><c> we</c><00:00:17.199><c> will</c><00:00:17.440><c> know</c><00:00:17.680><c> about</c> concrete sections and we will know about concrete sections and we will know about a<00:00:18.400><c> compression</c><00:00:18.880><c> failure</c><00:00:19.439><c> the</c><00:00:19.600><c> balanced</c> a compression failure the balanced a compression failure the balanced failure<00:00:20.480><c> and</c><00:00:20.720><c> the</c><00:00:20.880><c> tension</c><00:00:21.359><c> failure</c><00:00:21.920><c> in</c> failure and the tension failure in failure and the tension failure in reinforced<00:00:23.279><c> concrete</c><00:00:23.760><c> rectangular</c> reinforced concrete rectangular reinforced concrete rectangular sections. sections. sections. If<00:00:26.720><c> we</c><00:00:26.880><c> have</c><00:00:27.039><c> a</c><00:00:27.199><c> beam</c><00:00:27.519><c> under</c><00:00:27.920><c> concentrated</c> If we have a beam under concentrated If we have a beam under concentrated loads<00:00:29.119><c> like</c><00:00:29.439><c> this,</c><00:00:30.400><c> this</c><00:00:30.640><c> will</c><00:00:30.880><c> result</c><00:00:31.119><c> in</c><00:00:31.359><c> a</c> loads like this, this will result in a loads like this, this will result in a compression<00:00:32.079><c> force</c><00:00:32.480><c> at</c><00:00:32.719><c> the</c><00:00:32.880><c> top</c><00:00:33.120><c> face</c><00:00:33.360><c> of</c><00:00:33.520><c> the</c> compression force at the top face of the compression force at the top face of the beam<00:00:33.920><c> and</c><00:00:34.239><c> tension</c><00:00:34.719><c> force</c><00:00:35.040><c> in</c><00:00:35.280><c> the</c><00:00:35.440><c> bottom</c> beam and tension force in the bottom beam and tension force in the bottom face<00:00:35.920><c> of</c><00:00:36.079><c> the</c><00:00:36.239><c> beam</c><00:00:36.480><c> where</c><00:00:36.719><c> we</c><00:00:36.960><c> usually</c><00:00:37.440><c> have</c> face of the beam where we usually have face of the beam where we usually have tensile<00:00:38.960><c> steer</c><00:00:39.280><c> reinforcement.</c><00:00:40.079><c> And</c><00:00:40.320><c> if</c><00:00:40.480><c> we</c> tensile steer reinforcement. And if we tensile steer reinforcement. And if we take<00:00:40.800><c> a</c><00:00:41.040><c> section</c><00:00:41.360><c> at</c><00:00:42.160><c> the</c><00:00:42.480><c> middle</c><00:00:42.719><c> of</c><00:00:42.960><c> the</c> take a section at the middle of the take a section at the middle of the beam,<00:00:43.680><c> we</c><00:00:43.920><c> will</c><00:00:44.079><c> see</c><00:00:44.239><c> that</c><00:00:44.559><c> we</c><00:00:44.800><c> have</c><00:00:45.040><c> a</c> beam, we will see that we have a beam, we will see that we have a compression compression compression forces<00:00:47.440><c> at</c><00:00:47.760><c> the</c><00:00:47.920><c> top</c><00:00:48.399><c> called</c><00:00:48.879><c> FCC</c><00:00:50.079><c> and</c><00:00:50.320><c> we</c><00:00:50.480><c> have</c> forces at the top called FCC and we have forces at the top called FCC and we have a<00:00:50.800><c> tension</c><00:00:51.200><c> force</c><00:00:51.680><c> at</c><00:00:51.920><c> the</c><00:00:52.320><c> level</c><00:00:52.559><c> of</c><00:00:52.719><c> the</c> a tension force at the level of the a tension force at the level of the tension<00:00:53.360><c> steel</c><00:00:53.840><c> called</c><00:00:54.239><c> FCT.</c><00:00:55.440><c> The</c><00:00:55.680><c> distance</c> tension steel called FCT. The distance tension steel called FCT. The distance between<00:00:56.399><c> the</c><00:00:56.640><c> two</c><00:00:56.879><c> forces</c><00:00:57.360><c> is</c><00:00:57.760><c> called</c><00:00:58.160><c> dead</c><00:00:59.120><c> or</c> between the two forces is called dead or between the two forces is called dead or this<00:00:59.840><c> is</c><00:00:59.920><c> the</c><00:01:00.160><c> lever</c><00:01:00.480><c> arm.</c><00:01:01.440><c> From</c><00:01:01.760><c> equilibrium</c> this is the lever arm. From equilibrium this is the lever arm. From equilibrium we<00:01:02.800><c> can</c><00:01:02.960><c> know</c><00:01:03.120><c> that</c><00:01:03.520><c> FCC</c><00:01:04.479><c> equal</c><00:01:04.879><c> to</c><00:01:05.040><c> the</c><00:01:05.199><c> FCT</c> we can know that FCC equal to the FCT we can know that FCC equal to the FCT the<00:01:06.560><c> compression</c><00:01:07.520><c> equals</c><00:01:08.000><c> to</c><00:01:08.159><c> the</c><00:01:08.560><c> tension.</c> the compression equals to the tension. the compression equals to the tension. And<00:01:09.520><c> if</c><00:01:09.760><c> we</c><00:01:10.000><c> want</c><00:01:10.159><c> to</c><00:01:10.320><c> calculate</c><00:01:10.720><c> the</c><00:01:10.960><c> capacity</c> And if we want to calculate the capacity And if we want to calculate the capacity of<00:01:11.680><c> that</c><00:01:12.000><c> section</c><00:01:12.799><c> it</c><00:01:13.040><c> will</c><00:01:13.280><c> be</c><00:01:13.680><c> FCC</c><00:01:14.560><c> </c><00:01:14.799><c> Z</c><00:01:15.200><c> or</c> of that section it will be FCC Z or of that section it will be FCC * Z or FST<00:01:16.560><c> </c><00:01:17.280><c> Z.</c><00:01:17.840><c> And</c><00:01:18.159><c> we</c><00:01:18.400><c> learned</c><00:01:18.799><c> this</c><00:01:19.119><c> in</c><00:01:19.360><c> a</c> FST Z. And we learned this in a FST * Z. And we learned this in a previous<00:01:20.240><c> video.</c><00:01:21.439><c> Okay.</c><00:01:21.840><c> For</c><00:01:22.159><c> such</c><00:01:22.799><c> beams,</c> previous video. Okay. For such beams, previous video. Okay. For such beams, what<00:01:24.560><c> will</c><00:01:24.880><c> be</c><00:01:25.040><c> the</c><00:01:25.280><c> types</c><00:01:25.600><c> of</c><00:01:25.840><c> failures</c><00:01:26.479><c> at</c> what will be the types of failures at what will be the types of failures at the<00:01:26.880><c> mid</c><00:01:27.200><c> span?</c><00:01:27.600><c> Here</c><00:01:28.080><c> we</c><00:01:28.320><c> may</c><00:01:28.560><c> have</c><00:01:28.880><c> three</c> the mid span? Here we may have three the mid span? Here we may have three different<00:01:29.520><c> types</c><00:01:29.920><c> of</c><00:01:30.159><c> failures.</c><00:01:31.119><c> The</c><00:01:31.439><c> first</c> different types of failures. The first different types of failures. The first one,<00:01:32.000><c> if</c><00:01:32.240><c> we</c><00:01:32.479><c> have</c><00:01:32.560><c> a</c><00:01:32.799><c> failure</c><00:01:33.200><c> in</c><00:01:33.439><c> the</c> one, if we have a failure in the one, if we have a failure in the concrete,<00:01:34.720><c> this</c><00:01:34.960><c> it</c><00:01:35.119><c> means</c><00:01:35.360><c> the</c><00:01:35.600><c> top</c><00:01:36.079><c> surface</c> concrete, this it means the top surface concrete, this it means the top surface of<00:01:36.880><c> the</c><00:01:37.439><c> middle</c><00:01:37.920><c> section.</c><00:01:39.119><c> Uh</c><00:01:39.439><c> this</c><00:01:39.680><c> we</c><00:01:39.920><c> will</c> of the middle section. Uh this we will of the middle section. Uh this we will hold<00:01:40.960><c> compression</c><00:01:41.680><c> failure.</c><00:01:42.560><c> It</c><00:01:42.799><c> will</c><00:01:42.960><c> be</c><00:01:43.119><c> a</c> hold compression failure. It will be a hold compression failure. It will be a failure<00:01:43.680><c> in</c><00:01:43.920><c> the</c><00:01:44.079><c> concrete</c><00:01:44.560><c> side</c><00:01:45.439><c> where</c><00:01:45.759><c> we</c> failure in the concrete side where we failure in the concrete side where we have<00:01:46.079><c> a</c><00:01:46.320><c> compression</c><00:01:46.799><c> forces</c><00:01:47.360><c> and</c><00:01:47.600><c> therefore</c> have a compression forces and therefore have a compression forces and therefore we<00:01:48.320><c> call</c><00:01:48.479><c> it</c><00:01:48.720><c> compression</c><00:01:49.439><c> failure</c><00:01:49.920><c> and</c><00:01:50.159><c> it</c> we call it compression failure and it we call it compression failure and it occurs<00:01:50.799><c> in</c><00:01:51.119><c> the</c><00:01:51.520><c> concrete.</c><00:01:52.960><c> On</c><00:01:53.200><c> the</c><00:01:53.520><c> opposite</c> occurs in the concrete. On the opposite occurs in the concrete. On the opposite side<00:01:54.320><c> if</c><00:01:54.560><c> we</c><00:01:54.799><c> have</c><00:01:55.040><c> the</c><00:01:55.280><c> tension</c><00:01:56.159><c> uh</c><00:01:56.399><c> failure</c> side if we have the tension uh failure side if we have the tension uh failure it<00:01:57.680><c> means</c><00:01:57.920><c> a</c><00:01:58.159><c> failure</c><00:01:58.560><c> in</c><00:01:58.799><c> the</c><00:01:59.040><c> steel</c><00:01:59.439><c> bars.</c><00:02:00.560><c> Uh</c> it means a failure in the steel bars. Uh it means a failure in the steel bars. Uh this<00:02:01.119><c> we</c><00:02:01.360><c> call</c><00:02:01.520><c> it</c><00:02:01.759><c> tension</c><00:02:02.320><c> failure</c><00:02:02.799><c> because</c> this we call it tension failure because this we call it tension failure because it<00:02:03.360><c> occurs</c><00:02:03.680><c> in</c><00:02:03.920><c> the</c><00:02:04.079><c> bottom</c><00:02:04.880><c> side</c><00:02:05.119><c> of</c><00:02:05.360><c> the</c><00:02:05.520><c> beam</c> it occurs in the bottom side of the beam it occurs in the bottom side of the beam where<00:02:06.159><c> we</c><00:02:06.399><c> have</c><00:02:06.560><c> a</c><00:02:06.799><c> tension</c><00:02:07.439><c> failure.</c><00:02:08.640><c> So</c><00:02:08.879><c> we</c> where we have a tension failure. So we where we have a tension failure. So we have<00:02:09.119><c> a</c><00:02:09.280><c> compression</c><00:02:09.840><c> failure</c><00:02:10.160><c> in</c><00:02:10.319><c> the</c> have a compression failure in the have a compression failure in the concrete<00:02:11.280><c> or</c><00:02:11.680><c> we</c><00:02:11.920><c> may</c><00:02:12.080><c> have</c><00:02:12.400><c> a</c><00:02:12.480><c> tension</c> concrete or we may have a tension concrete or we may have a tension failure<00:02:13.280><c> in</c><00:02:13.520><c> the</c><00:02:13.680><c> steel</c><00:02:14.480><c> or</c><00:02:14.800><c> we</c><00:02:15.120><c> may</c><00:02:15.360><c> have</c> failure in the steel or we may have failure in the steel or we may have something<00:02:16.239><c> called</c><00:02:16.640><c> balanced</c><00:02:17.280><c> failure</c><00:02:18.239><c> where</c> something called balanced failure where something called balanced failure where we<00:02:18.879><c> have</c><00:02:19.120><c> the</c><00:02:19.360><c> concrete</c><00:02:19.840><c> and</c><00:02:20.080><c> the</c><00:02:20.319><c> steel</c><00:02:20.720><c> will</c> we have the concrete and the steel will we have the concrete and the steel will reach<00:02:21.760><c> their</c><00:02:22.160><c> ultimate</c><00:02:22.480><c> strength</c><00:02:23.040><c> at</c><00:02:23.440><c> the</c> reach their ultimate strength at the reach their ultimate strength at the same<00:02:24.080><c> time.</c><00:02:24.800><c> Let's</c><00:02:25.440><c> go</c><00:02:25.840><c> and</c><00:02:26.160><c> take</c><00:02:26.400><c> one</c><00:02:26.640><c> by</c><00:02:26.959><c> one</c> same time. Let's go and take one by one same time. Let's go and take one by one to<00:02:27.520><c> see</c><00:02:27.760><c> the</c><00:02:28.000><c> difference</c><00:02:28.400><c> between</c><00:02:29.360><c> each</c><00:02:29.680><c> type</c> to see the difference between each type to see the difference between each type of<00:02:30.239><c> the</c><00:02:30.480><c> three</c><00:02:30.879><c> failures.</c><00:02:31.440><c> And</c><00:02:31.599><c> we</c><00:02:31.760><c> are</c><00:02:31.920><c> going</c> of the three failures. And we are going of the three failures. And we are going to<00:02:32.319><c> start</c><00:02:32.560><c> with</c><00:02:32.800><c> the</c><00:02:33.040><c> balanced</c><00:02:34.080><c> failure.</c><00:02:35.200><c> or</c> to start with the balanced failure. or to start with the balanced failure. or the<00:02:35.519><c> balanced</c><00:02:36.000><c> failure</c><00:02:36.400><c> as</c><00:02:36.720><c> I</c><00:02:36.800><c> just</c><00:02:37.200><c> explained</c> the balanced failure as I just explained the balanced failure as I just explained it<00:02:38.080><c> occurs</c><00:02:38.400><c> in</c><00:02:38.640><c> the</c><00:02:39.200><c> concrete</c><00:02:40.400><c> and</c><00:02:40.720><c> in</c><00:02:40.959><c> the</c> it occurs in the concrete and in the it occurs in the concrete and in the steel<00:02:41.599><c> at</c><00:02:41.840><c> the</c><00:02:42.080><c> same</c><00:02:42.239><c> time.</c><00:02:42.640><c> So</c><00:02:42.800><c> the</c><00:02:43.120><c> concrete</c> steel at the same time. So the concrete steel at the same time. So the concrete and<00:02:44.239><c> the</c><00:02:44.400><c> steel</c><00:02:44.879><c> fail</c><00:02:45.360><c> simultaneously.</c> and the steel fail simultaneously. and the steel fail simultaneously. What<00:02:47.200><c> does</c><00:02:47.360><c> this</c><00:02:47.680><c> mean?</c><00:02:48.000><c> It</c><00:02:48.160><c> means</c><00:02:48.400><c> the</c> What does this mean? It means the What does this mean? It means the concrete<00:02:49.120><c> will</c><00:02:49.360><c> reach</c><00:02:49.599><c> its</c><00:02:50.000><c> ultimate</c> concrete will reach its ultimate concrete will reach its ultimate strength<00:02:51.440><c> and</c><00:02:51.760><c> also</c><00:02:52.400><c> the</c><00:02:52.720><c> steel</c><00:02:53.040><c> will</c><00:02:53.360><c> reach</c> strength and also the steel will reach strength and also the steel will reach its<00:02:54.160><c> yield</c><00:02:54.879><c> strength</c><00:02:55.920><c> and</c><00:02:56.400><c> they</c><00:02:56.720><c> will</c><00:02:57.040><c> both</c><00:02:57.360><c> of</c> its yield strength and they will both of its yield strength and they will both of them<00:02:57.760><c> will</c><00:02:58.000><c> reach</c><00:02:58.400><c> this</c><00:02:58.800><c> their</c><00:02:59.280><c> ultimate</c> them will reach this their ultimate them will reach this their ultimate strength<00:03:00.239><c> and</c><00:03:00.480><c> yield</c><00:03:00.959><c> strength</c><00:03:01.360><c> at</c><00:03:01.680><c> the</c><00:03:01.840><c> same</c> strength and yield strength at the same strength and yield strength at the same time.<00:03:03.040><c> So</c><00:03:03.519><c> this</c><00:03:03.760><c> is</c><00:03:04.159><c> will</c><00:03:04.560><c> result</c><00:03:04.959><c> in</c><00:03:05.200><c> a</c> time. So this is will result in a time. So this is will result in a problem<00:03:05.840><c> because</c><00:03:06.239><c> this</c><00:03:06.560><c> failure</c><00:03:06.959><c> is</c><00:03:07.120><c> a</c> problem because this failure is a problem because this failure is a catastrophic<00:03:08.640><c> failure</c><00:03:09.120><c> without</c><00:03:09.680><c> warning.</c><00:03:10.480><c> We</c> catastrophic failure without warning. We catastrophic failure without warning. We know<00:03:10.879><c> that</c><00:03:11.120><c> the</c><00:03:11.360><c> concrete</c><00:03:11.840><c> is</c><00:03:12.000><c> a</c><00:03:12.239><c> brittle</c> know that the concrete is a brittle know that the concrete is a brittle material<00:03:13.440><c> which</c><00:03:13.760><c> fails</c><00:03:14.159><c> suddenly</c><00:03:14.640><c> and</c><00:03:14.959><c> if</c><00:03:15.120><c> we</c> material which fails suddenly and if we material which fails suddenly and if we have<00:03:15.519><c> a</c><00:03:15.760><c> failure</c><00:03:16.080><c> in</c><00:03:16.319><c> the</c><00:03:16.480><c> concrete</c><00:03:17.040><c> crushing</c> have a failure in the concrete crushing have a failure in the concrete crushing of<00:03:17.680><c> the</c><00:03:17.920><c> concrete</c><00:03:18.879><c> it</c><00:03:19.120><c> means</c><00:03:19.360><c> it</c><00:03:19.599><c> will</c><00:03:19.840><c> be</c><00:03:20.239><c> a</c> of the concrete it means it will be a of the concrete it means it will be a sudden<00:03:20.959><c> failure</c><00:03:21.280><c> and</c><00:03:21.599><c> we</c><00:03:21.760><c> don't</c><00:03:22.000><c> have</c> sudden failure and we don't have sudden failure and we don't have warning.<00:03:22.879><c> Therefore</c><00:03:23.920><c> this</c><00:03:24.239><c> type</c><00:03:24.560><c> of</c><00:03:24.800><c> failure</c> warning. Therefore this type of failure warning. Therefore this type of failure should<00:03:25.680><c> be</c><00:03:25.920><c> avoided</c><00:03:26.480><c> when</c><00:03:26.720><c> we</c><00:03:27.120><c> design</c><00:03:27.920><c> a</c> should be avoided when we design a should be avoided when we design a reinforced<00:03:28.800><c> concrete</c><00:03:29.519><c> flexural</c><00:03:30.080><c> member.</c><00:03:30.879><c> we</c> reinforced concrete flexural member. we reinforced concrete flexural member. we should<00:03:31.440><c> avoid</c><00:03:32.080><c> having</c><00:03:32.480><c> a</c><00:03:32.720><c> balanced</c><00:03:33.680><c> failure.</c> should avoid having a balanced failure. should avoid having a balanced failure. Let's<00:03:35.519><c> go</c><00:03:35.680><c> to</c><00:03:35.840><c> the</c><00:03:36.080><c> second</c><00:03:36.480><c> type</c><00:03:36.959><c> which</c><00:03:37.200><c> is</c><00:03:37.280><c> the</c> Let's go to the second type which is the Let's go to the second type which is the compression<00:03:38.080><c> failure.</c><00:03:38.879><c> The</c><00:03:39.040><c> compression</c> compression failure. The compression compression failure. The compression failure<00:03:40.159><c> is</c><00:03:40.560><c> occurs</c><00:03:40.959><c> in</c><00:03:41.200><c> the</c><00:03:41.440><c> compression</c> failure is occurs in the compression failure is occurs in the compression side<00:03:42.239><c> where</c><00:03:42.480><c> we</c><00:03:42.720><c> have</c><00:03:42.959><c> concrete.</c><00:03:43.599><c> So</c><00:03:43.760><c> the</c> side where we have concrete. So the side where we have concrete. So the concrete<00:03:44.400><c> fails</c><00:03:44.879><c> before</c><00:03:45.680><c> the</c><00:03:45.920><c> steel</c> concrete fails before the steel concrete fails before the steel yielding.<00:03:47.840><c> In</c><00:03:48.080><c> this</c><00:03:48.319><c> case</c><00:03:48.640><c> the</c><00:03:48.879><c> concrete</c><00:03:49.280><c> will</c> yielding. In this case the concrete will yielding. In this case the concrete will reach<00:03:50.000><c> ultimate</c><00:03:50.400><c> strain</c><00:03:50.799><c> and</c><00:03:51.120><c> ultimate</c> reach ultimate strain and ultimate reach ultimate strain and ultimate strength<00:03:52.480><c> before</c><00:03:52.959><c> the</c><00:03:53.200><c> steel</c><00:03:53.519><c> reached</c><00:03:53.920><c> its</c> strength before the steel reached its strength before the steel reached its yield<00:03:54.879><c> strength.</c><00:03:55.760><c> And</c><00:03:56.000><c> for</c><00:03:56.239><c> that</c><00:03:56.400><c> one</c><00:03:56.640><c> we</c><00:03:56.879><c> call</c> yield strength. And for that one we call yield strength. And for that one we call it<00:03:57.280><c> over</c><00:03:57.599><c> reinforced</c><00:03:58.319><c> section</c><00:03:59.120><c> because</c><00:03:59.439><c> we</c> it over reinforced section because we it over reinforced section because we have<00:03:59.840><c> a</c><00:04:00.159><c> steel</c><00:04:00.560><c> more</c><00:04:00.879><c> than</c><00:04:01.439><c> the</c><00:04:02.000><c> steel</c><00:04:02.480><c> used</c><00:04:02.799><c> in</c> have a steel more than the steel used in have a steel more than the steel used in the<00:04:03.200><c> balanced</c><00:04:03.840><c> section.</c><00:04:04.720><c> Therefore</c><00:04:05.120><c> it</c><00:04:05.360><c> is</c> the balanced section. Therefore it is the balanced section. Therefore it is called<00:04:05.920><c> over</c><00:04:06.319><c> reinforced</c><00:04:07.439><c> section.</c><00:04:08.159><c> And</c> called over reinforced section. And called over reinforced section. And again<00:04:09.280><c> this</c><00:04:09.680><c> failure</c><00:04:10.159><c> is</c><00:04:10.400><c> also</c><00:04:10.799><c> catastrophic</c> again this failure is also catastrophic again this failure is also catastrophic without<00:04:12.080><c> any</c><00:04:12.640><c> warning.</c><00:04:13.200><c> Even</c><00:04:13.519><c> it</c><00:04:13.760><c> is</c><00:04:14.640><c> uh</c><00:04:14.879><c> worse</c> without any warning. Even it is uh worse without any warning. Even it is uh worse than<00:04:15.680><c> the</c><00:04:16.079><c> balanced</c><00:04:16.639><c> failure</c><00:04:17.120><c> because</c><00:04:17.840><c> we</c> than the balanced failure because we than the balanced failure because we don't<00:04:18.320><c> have</c><00:04:18.560><c> any</c><00:04:18.880><c> yielding</c><00:04:19.280><c> of</c><00:04:19.440><c> the</c><00:04:19.680><c> steel</c> don't have any yielding of the steel don't have any yielding of the steel only<00:04:20.799><c> failure</c><00:04:21.199><c> or</c><00:04:21.519><c> crushing</c><00:04:21.919><c> of</c><00:04:22.079><c> the</c><00:04:22.320><c> concrete</c> only failure or crushing of the concrete only failure or crushing of the concrete with<00:04:23.440><c> which</c><00:04:23.840><c> happens</c><00:04:24.240><c> suddenly</c><00:04:25.199><c> and</c> with which happens suddenly and with which happens suddenly and therefore<00:04:25.919><c> there</c><00:04:26.080><c> is</c><00:04:26.240><c> no</c><00:04:26.479><c> warning</c><00:04:27.120><c> and</c><00:04:28.080><c> again</c> therefore there is no warning and again therefore there is no warning and again we<00:04:28.880><c> should</c><00:04:29.040><c> be</c><00:04:29.280><c> careful</c><00:04:29.680><c> here</c><00:04:30.160><c> and</c><00:04:30.479><c> this</c> we should be careful here and this we should be careful here and this failure<00:04:31.280><c> should</c><00:04:31.600><c> be</c><00:04:31.759><c> avoided</c><00:04:32.240><c> when</c><00:04:32.479><c> we</c><00:04:32.720><c> design</c> failure should be avoided when we design failure should be avoided when we design a<00:04:33.919><c> reinforced</c><00:04:34.560><c> concrete</c><00:04:35.040><c> flexal</c><00:04:35.680><c> member</c> a reinforced concrete flexal member a reinforced concrete flexal member according<00:04:36.960><c> to</c><00:04:37.280><c> different</c><00:04:37.759><c> codes.</c><00:04:38.240><c> So</c><00:04:38.400><c> when</c> according to different codes. So when according to different codes. So when you<00:04:38.880><c> design</c><00:04:39.600><c> a</c><00:04:39.840><c> flexural</c><00:04:40.400><c> members,</c><00:04:41.120><c> don't</c> you design a flexural members, don't you design a flexural members, don't design<00:04:41.919><c> it</c><00:04:42.080><c> to</c><00:04:42.240><c> fail</c><00:04:42.560><c> in</c><00:04:42.800><c> the</c><00:04:43.040><c> compression</c> design it to fail in the compression design it to fail in the compression side<00:04:44.160><c> or</c><00:04:44.400><c> in</c><00:04:44.639><c> the</c><00:04:44.800><c> concrete</c><00:04:45.280><c> side</c><00:04:45.600><c> and</c><00:04:45.919><c> don't</c> side or in the concrete side and don't side or in the concrete side and don't design<00:04:47.360><c> it</c><00:04:47.600><c> to</c><00:04:47.759><c> be</c><00:04:47.919><c> a</c><00:04:48.080><c> compression</c><00:04:48.880><c> failure.</c> design it to be a compression failure. design it to be a compression failure. The<00:04:50.320><c> third</c><00:04:50.560><c> type</c><00:04:50.800><c> of</c><00:04:51.040><c> failure</c><00:04:51.440><c> is</c><00:04:51.600><c> the</c><00:04:51.840><c> tension</c> The third type of failure is the tension The third type of failure is the tension failure.<00:04:53.120><c> Tension</c><00:04:53.600><c> failure</c><00:04:54.080><c> it</c><00:04:54.320><c> occurs</c><00:04:54.639><c> in</c> failure. Tension failure it occurs in failure. Tension failure it occurs in the<00:04:54.960><c> tension</c><00:04:55.360><c> side</c><00:04:55.680><c> where</c><00:04:56.000><c> we</c><00:04:56.240><c> have</c><00:04:56.400><c> a</c><00:04:56.639><c> steel</c> the tension side where we have a steel the tension side where we have a steel because<00:04:57.360><c> the</c><00:04:57.600><c> steel</c><00:04:57.919><c> is</c><00:04:58.479><c> we</c><00:04:58.720><c> use</c><00:04:58.880><c> it</c><00:04:59.040><c> to</c><00:04:59.280><c> resist</c> because the steel is we use it to resist because the steel is we use it to resist the<00:04:59.840><c> tensile</c><00:05:00.400><c> forces</c><00:05:01.040><c> mainly.</c><00:05:02.479><c> So</c><00:05:02.800><c> in</c><00:05:03.040><c> this</c> the tensile forces mainly. So in this the tensile forces mainly. So in this case<00:05:03.520><c> the</c><00:05:03.759><c> steel</c><00:05:04.160><c> yields</c><00:05:04.800><c> before</c><00:05:05.199><c> concrete</c> case the steel yields before concrete case the steel yields before concrete reaches<00:05:06.160><c> its</c><00:05:06.560><c> maximum</c><00:05:07.199><c> strength.</c><00:05:08.080><c> The</c><00:05:08.479><c> steel</c> reaches its maximum strength. The steel reaches its maximum strength. The steel will<00:05:09.039><c> yield</c><00:05:09.680><c> where</c><00:05:09.919><c> the</c><00:05:10.240><c> concrete</c><00:05:10.960><c> will</c><00:05:11.440><c> still</c> will yield where the concrete will still will yield where the concrete will still less<00:05:12.080><c> than</c><00:05:12.240><c> the</c><00:05:12.560><c> ultimate</c><00:05:13.120><c> strength</c><00:05:13.440><c> or</c><00:05:13.680><c> the</c> less than the ultimate strength or the less than the ultimate strength or the maximum<00:05:14.400><c> strength.</c><00:05:15.360><c> And</c><00:05:15.520><c> therefore</c><00:05:16.080><c> this</c> maximum strength. And therefore this maximum strength. And therefore this section<00:05:16.800><c> is</c><00:05:17.039><c> called</c><00:05:17.440><c> under</c><00:05:17.840><c> reinforced</c> section is called under reinforced section is called under reinforced sections<00:05:18.960><c> because</c><00:05:19.280><c> we</c><00:05:19.520><c> are</c><00:05:19.759><c> using</c><00:05:20.240><c> less</c><00:05:20.800><c> steel</c> sections because we are using less steel sections because we are using less steel compared<00:05:22.000><c> to</c><00:05:22.160><c> the</c><00:05:22.400><c> balanced</c><00:05:22.960><c> section.</c><00:05:23.360><c> So</c><00:05:23.520><c> it</c> compared to the balanced section. So it compared to the balanced section. So it is<00:05:23.840><c> called</c><00:05:24.240><c> under</c><00:05:24.720><c> reinforced</c><00:05:25.759><c> section.</c><00:05:26.800><c> This</c> is called under reinforced section. This is called under reinforced section. This section<00:05:27.520><c> is</c><00:05:27.919><c> a</c><00:05:28.160><c> good</c><00:05:28.400><c> section</c><00:05:28.880><c> because</c><00:05:29.840><c> or</c><00:05:30.080><c> a</c> section is a good section because or a section is a good section because or a good<00:05:30.479><c> failure</c><00:05:30.960><c> because</c><00:05:31.360><c> the</c><00:05:31.520><c> ductile</c><00:05:32.320><c> it</c><00:05:32.560><c> is</c><00:05:32.639><c> a</c> good failure because the ductile it is a good failure because the ductile it is a ductile<00:05:33.360><c> failure</c><00:05:33.759><c> that</c><00:05:34.080><c> takes</c><00:05:34.479><c> place</c> ductile failure that takes place ductile failure that takes place gradually.<00:05:35.520><c> We</c><00:05:35.759><c> know</c><00:05:35.919><c> that</c><00:05:36.160><c> the</c><00:05:36.639><c> steel</c><00:05:36.960><c> is</c><00:05:37.199><c> a</c> gradually. We know that the steel is a gradually. We know that the steel is a ductile<00:05:37.840><c> material.</c><00:05:38.639><c> When</c><00:05:38.880><c> it</c><00:05:39.039><c> yields</c><00:05:39.759><c> it</c><00:05:40.000><c> has</c> ductile material. When it yields it has ductile material. When it yields it has elongation<00:05:41.680><c> it</c><00:05:41.840><c> will</c><00:05:42.080><c> not</c><00:05:43.039><c> uh</c><00:05:43.680><c> rupture</c> elongation it will not uh rupture elongation it will not uh rupture suddenly.<00:05:45.120><c> It</c><00:05:45.280><c> will</c><00:05:45.520><c> have</c><00:05:45.759><c> a</c><00:05:46.000><c> lot</c><00:05:46.160><c> of</c><00:05:46.320><c> warning</c> suddenly. It will have a lot of warning suddenly. It will have a lot of warning a<00:05:47.120><c> good</c><00:05:47.280><c> warning</c><00:05:47.759><c> before</c><00:05:48.479><c> the</c><00:05:48.720><c> final</c><00:05:49.120><c> collapse</c> a good warning before the final collapse a good warning before the final collapse of<00:05:49.759><c> the</c><00:05:50.000><c> structure.</c><00:05:50.720><c> So</c><00:05:51.039><c> therefore</c><00:05:51.600><c> this</c><00:05:51.919><c> type</c> of the structure. So therefore this type of the structure. So therefore this type of<00:05:52.400><c> failure</c><00:05:52.880><c> is</c><00:05:53.199><c> recommended</c><00:05:53.919><c> by</c><00:05:54.479><c> different</c> of failure is recommended by different of failure is recommended by different codes.<00:05:55.759><c> So</c><00:05:56.080><c> when</c><00:05:56.320><c> you</c><00:05:56.560><c> design</c><00:05:57.600><c> a</c><00:05:57.919><c> reinforced</c> codes. So when you design a reinforced codes. So when you design a reinforced concrete<00:05:59.120><c> flexal</c><00:05:59.680><c> member,</c><00:06:00.400><c> we</c><00:06:00.720><c> should</c><00:06:01.360><c> ensure</c> concrete flexal member, we should ensure concrete flexal member, we should ensure that<00:06:02.320><c> this</c><00:06:02.639><c> section</c><00:06:03.120><c> if</c><00:06:03.360><c> it</c><00:06:03.520><c> will</c><00:06:03.759><c> fail,</c><00:06:04.080><c> it</c> that this section if it will fail, it that this section if it will fail, it will<00:06:04.479><c> fail</c><00:06:04.880><c> due</c><00:06:05.120><c> to</c><00:06:05.440><c> a</c><00:06:05.520><c> tension</c><00:06:05.919><c> failure,</c><00:06:06.639><c> not</c> will fail due to a tension failure, not will fail due to a tension failure, not a<00:06:07.039><c> compression</c><00:06:07.520><c> failure</c><00:06:08.000><c> and</c><00:06:08.319><c> not</c><00:06:08.560><c> a</c><00:06:08.800><c> balanced</c> a compression failure and not a balanced a compression failure and not a balanced failure.<00:06:10.880><c> Let's</c><00:06:11.280><c> now</c><00:06:11.680><c> learn</c><00:06:12.160><c> more</c><00:06:12.479><c> about</c><00:06:13.440><c> how</c> failure. Let's now learn more about how failure. Let's now learn more about how to<00:06:14.240><c> calculate</c><00:06:14.880><c> for</c><00:06:15.360><c> these</c><00:06:15.600><c> balanced</c><00:06:16.160><c> failures</c> to calculate for these balanced failures to calculate for these balanced failures and<00:06:17.600><c> tension</c><00:06:18.000><c> and</c><00:06:18.240><c> compression</c><00:06:18.720><c> failures.</c><00:06:19.600><c> If</c> and tension and compression failures. If and tension and compression failures. If we<00:06:20.000><c> have</c><00:06:20.160><c> a</c><00:06:20.400><c> rectangular</c><00:06:20.960><c> section</c><00:06:21.360><c> with</c><00:06:21.680><c> an</c> we have a rectangular section with an we have a rectangular section with an effective<00:06:22.400><c> depth</c><00:06:22.720><c> from</c><00:06:22.960><c> the</c><00:06:23.120><c> compression</c> effective depth from the compression effective depth from the compression side<00:06:23.919><c> to</c><00:06:24.160><c> the</c><00:06:24.319><c> center</c><00:06:24.639><c> line</c><00:06:24.880><c> of</c><00:06:25.039><c> the</c><00:06:25.199><c> tension</c> side to the center line of the tension side to the center line of the tension steel<00:06:26.080><c> equals</c><00:06:26.560><c> D</c><00:06:27.280><c> and</c><00:06:27.600><c> a</c><00:06:27.840><c> width</c><00:06:28.639><c> called</c><00:06:28.960><c> B.</c><00:06:29.600><c> As</c> steel equals D and a width called B. As steel equals D and a width called B. As we<00:06:30.000><c> learned</c><00:06:30.479><c> in</c><00:06:30.720><c> our</c><00:06:31.039><c> previous</c><00:06:31.440><c> videos,</c><00:06:31.840><c> the</c> we learned in our previous videos, the we learned in our previous videos, the strain<00:06:32.400><c> will</c><00:06:32.639><c> be</c><00:06:32.800><c> always</c><00:06:33.680><c> linear</c><00:06:34.560><c> strain</c> strain will be always linear strain strain will be always linear strain distribution.<00:06:36.240><c> The</c><00:06:36.800><c> strain</c><00:06:37.199><c> in</c><00:06:37.440><c> the</c><00:06:37.600><c> concrete</c> distribution. The strain in the concrete distribution. The strain in the concrete called<00:06:38.479><c> epsilon</c><00:06:39.039><c> CC.</c><00:06:39.520><c> The</c><00:06:39.680><c> strain</c><00:06:39.919><c> in</c><00:06:40.160><c> the</c> called epsilon CC. The strain in the called epsilon CC. The strain in the tension<00:06:40.800><c> steel</c><00:06:41.199><c> called</c><00:06:41.520><c> epsilon</c><00:06:42.160><c> ST.</c><00:06:43.039><c> The</c> tension steel called epsilon ST. The tension steel called epsilon ST. The distance<00:06:43.600><c> from</c><00:06:43.840><c> the</c><00:06:44.000><c> compression</c><00:06:44.479><c> side</c><00:06:44.800><c> to</c> distance from the compression side to distance from the compression side to the<00:06:45.199><c> neutral</c><00:06:45.520><c> axis</c><00:06:46.000><c> we</c><00:06:46.160><c> call</c><00:06:46.319><c> it</c><00:06:46.560><c> S.</c><00:06:47.280><c> And</c><00:06:47.520><c> this</c> the neutral axis we call it S. And this the neutral axis we call it S. And this is<00:06:48.000><c> showing</c><00:06:48.400><c> the</c><00:06:48.880><c> stress</c><00:06:49.280><c> distribution.</c><00:06:50.000><c> The</c> is showing the stress distribution. The is showing the stress distribution. The maximum<00:06:50.720><c> stress</c><00:06:51.039><c> distribution,</c><00:06:51.919><c> the</c><00:06:52.080><c> maximum</c> maximum stress distribution, the maximum maximum stress distribution, the maximum stress<00:06:53.280><c> compressive</c><00:06:53.840><c> stress</c><00:06:54.240><c> forces</c><00:06:54.639><c> is</c><00:06:55.120><c> 045</c> stress compressive stress forces is 045 stress compressive stress forces is 045 FCU.<00:06:57.199><c> And</c><00:06:57.600><c> this</c><00:06:58.000><c> distance</c><00:06:58.400><c> of</c><00:06:58.639><c> the</c> FCU. And this distance of the FCU. And this distance of the compression<00:06:59.360><c> block</c><00:06:59.840><c> equals</c><00:07:00.400><c> S</c><00:07:00.960><c> equals</c><00:07:01.440><c> to.9X.</c> compression block equals S equals to.9X. compression block equals S equals to.9X. Of<00:07:03.599><c> course,</c><00:07:03.919><c> this</c><00:07:04.240><c> value</c><00:07:04.560><c> and</c><00:07:04.880><c> this</c><00:07:05.120><c> value</c><00:07:05.360><c> of</c> Of course, this value and this value of Of course, this value and this value of the<00:07:05.840><c> S</c><00:07:06.160><c> and</c><00:07:06.479><c> the</c><00:07:06.800><c> stress</c><00:07:07.199><c> here</c><00:07:07.440><c> is</c><00:07:07.680><c> according</c> the S and the stress here is according the S and the stress here is according to<00:07:08.240><c> the</c><00:07:08.479><c> BS</c><00:07:08.880><c> code.</c><00:07:09.759><c> But</c><00:07:10.400><c> we</c><00:07:10.639><c> can</c><00:07:10.800><c> use</c><00:07:11.039><c> the</c><00:07:11.280><c> same</c> to the BS code. But we can use the same to the BS code. But we can use the same concept<00:07:11.919><c> for</c><00:07:12.160><c> the</c><00:07:12.319><c> ACI</c><00:07:12.960><c> code</c><00:07:13.120><c> or</c><00:07:13.360><c> Euro</c><00:07:13.759><c> code</c><00:07:14.000><c> or</c> concept for the ACI code or Euro code or concept for the ACI code or Euro code or any<00:07:14.560><c> other</c><00:07:14.800><c> code.</c><00:07:15.680><c> the</c><00:07:16.160><c> change</c><00:07:16.560><c> will</c><00:07:16.800><c> be</c><00:07:16.960><c> only</c> any other code. the change will be only any other code. the change will be only in<00:07:17.520><c> the</c><00:07:17.759><c> value</c><00:07:18.000><c> of</c><00:07:18.240><c> the</c><00:07:18.400><c> stress</c><00:07:18.800><c> here</c><00:07:19.120><c> and</c><00:07:19.360><c> the</c> in the value of the stress here and the in the value of the stress here and the value<00:07:19.840><c> of</c><00:07:20.080><c> the</c><00:07:20.639><c> s</c><00:07:21.039><c> but</c><00:07:21.360><c> the</c><00:07:21.599><c> same</c><00:07:21.840><c> concept</c><00:07:22.400><c> will</c> value of the s but the same concept will value of the s but the same concept will be<00:07:23.599><c> uh</c><00:07:24.639><c> similar</c><00:07:25.039><c> in</c><00:07:25.440><c> all</c><00:07:26.160><c> uh</c><00:07:26.319><c> different</c><00:07:26.720><c> codes.</c> be uh similar in all uh different codes. be uh similar in all uh different codes. Let's<00:07:27.759><c> now</c><00:07:28.479><c> uh</c><00:07:28.960><c> use</c><00:07:29.199><c> the</c><00:07:29.599><c> strain</c> Let's now uh use the strain Let's now uh use the strain distributions<00:07:30.880><c> and</c><00:07:31.199><c> make</c><00:07:31.440><c> similarity</c><00:07:31.919><c> of</c> distributions and make similarity of distributions and make similarity of triangles.<00:07:33.199><c> So</c><00:07:33.360><c> we</c><00:07:33.599><c> can</c><00:07:33.840><c> say</c><00:07:34.240><c> epsilon</c><00:07:34.880><c> cc</c> triangles. So we can say epsilon cc triangles. So we can say epsilon cc divided<00:07:35.919><c> by</c><00:07:36.080><c> epsilon</c><00:07:36.639><c> st</c><00:07:37.599><c> equals</c><00:07:38.160><c> x</c><00:07:38.560><c> /</c><00:07:39.199><c> this</c> divided by epsilon st equals x / this divided by epsilon st equals x / this distance<00:07:40.000><c> which</c><00:07:40.240><c> is</c><00:07:40.400><c> d</c><00:07:40.639><c> minus</c><00:07:41.039><c> x.</c><00:07:41.680><c> So</c><00:07:41.919><c> this</c><00:07:42.160><c> is</c> distance which is d minus x. So this is distance which is d minus x. So this is the<00:07:42.479><c> first</c><00:07:42.800><c> equation</c><00:07:44.000><c> and</c><00:07:44.319><c> let's</c><00:07:44.639><c> rearrange</c> the first equation and let's rearrange the first equation and let's rearrange this<00:07:45.520><c> equation</c><00:07:46.000><c> and</c><00:07:46.319><c> get</c><00:07:46.560><c> x</c><00:07:46.880><c> /</c><00:07:47.199><c> d.</c><00:07:47.520><c> So</c><00:07:47.680><c> the</c><00:07:47.919><c> x</c><00:07:48.160><c> /</c> this equation and get x / d. So the x / this equation and get x / d. So the x / d<00:07:48.800><c> equals</c><00:07:49.280><c> epsilon</c><00:07:49.840><c> cc</c><00:07:50.319><c> divided</c><00:07:50.800><c> by</c><00:07:51.039><c> epsilon</c> d equals epsilon cc divided by epsilon d equals epsilon cc divided by epsilon cc<00:07:52.000><c> plus</c><00:07:52.400><c> epsilon</c><00:07:53.039><c> st.</c> cc plus epsilon st. cc plus epsilon st. Now<00:07:56.319><c> for</c><00:07:56.639><c> a</c><00:07:56.800><c> balanced</c><00:07:57.360><c> failure</c><00:07:58.160><c> we</c><00:07:58.400><c> know</c><00:07:58.560><c> that</c> Now for a balanced failure we know that Now for a balanced failure we know that the<00:07:59.840><c> uh</c><00:08:00.080><c> concrete</c><00:08:00.560><c> will</c><00:08:00.800><c> reach</c><00:08:01.120><c> its</c><00:08:01.520><c> ultimate</c> the uh concrete will reach its ultimate the uh concrete will reach its ultimate strains<00:08:03.680><c> which</c><00:08:04.000><c> means</c><00:08:04.319><c> epsilon</c><00:08:04.879><c> cc</c><00:08:05.280><c> will</c><00:08:05.520><c> be</c> strains which means epsilon cc will be strains which means epsilon cc will be 0.35 0.35 0.35 according<00:08:08.000><c> to</c><00:08:08.160><c> the</c><00:08:08.400><c> BS</c><00:08:08.800><c> code</c><00:08:09.680><c> and</c><00:08:10.080><c> at</c><00:08:10.400><c> the</c><00:08:10.560><c> same</c> according to the BS code and at the same according to the BS code and at the same time<00:08:11.199><c> the</c><00:08:11.520><c> steel</c><00:08:11.840><c> will</c><00:08:12.080><c> reach</c><00:08:12.319><c> its</c><00:08:12.639><c> yield</c> time the steel will reach its yield time the steel will reach its yield strain.<00:08:13.919><c> So</c><00:08:14.160><c> epsilon</c><00:08:14.720><c> SCT</c><00:08:15.280><c> will</c><00:08:15.599><c> be</c><00:08:15.919><c> equals</c><00:08:16.479><c> to</c> strain. So epsilon SCT will be equals to strain. So epsilon SCT will be equals to epsilon<00:08:17.280><c> yield</c><00:08:17.680><c> which</c><00:08:17.919><c> is</c><00:08:18.560><c> 95</c><00:08:19.199><c> f</c><00:08:19.919><c> divided</c><00:08:20.319><c> by</c> epsilon yield which is 95 f divided by epsilon yield which is 95 f divided by the<00:08:20.639><c> modus</c><00:08:21.120><c> or</c><00:08:21.280><c> acity</c><00:08:21.680><c> of</c><00:08:21.919><c> the</c><00:08:22.080><c> state.</c><00:08:22.800><c> Let's</c> the modus or acity of the state. Let's the modus or acity of the state. Let's substitute<00:08:23.759><c> these</c><00:08:24.080><c> values</c><00:08:24.479><c> into</c><00:08:25.039><c> this</c> substitute these values into this substitute these values into this equation<00:08:25.919><c> here.</c><00:08:26.560><c> So</c><00:08:26.800><c> epsilon</c><00:08:27.360><c> CC</c><00:08:27.759><c> will</c><00:08:27.919><c> be</c> equation here. So epsilon CC will be equation here. So epsilon CC will be 0.0035.<00:08:29.680><c> Epsilon</c><00:08:30.160><c> SD</c><00:08:30.560><c> will</c><00:08:30.800><c> be</c><00:08:30.960><c> 0.95</c><00:08:31.840><c> F</c> 0.0035. Epsilon SD will be 0.95 F 0.0035. Epsilon SD will be 0.95 F divided<00:08:32.880><c> by</c><00:08:33.760><c> ES.</c><00:08:34.959><c> And</c><00:08:35.279><c> by</c><00:08:35.599><c> doing</c><00:08:35.919><c> that</c><00:08:36.399><c> and</c> divided by ES. And by doing that and divided by ES. And by doing that and just<00:08:37.039><c> rearranging</c><00:08:37.839><c> the</c><00:08:38.000><c> equation</c><00:08:38.479><c> we'll</c><00:08:38.800><c> find</c> just rearranging the equation we'll find just rearranging the equation we'll find that<00:08:39.360><c> X</c><00:08:39.680><c> /</c><00:08:40.000><c> D</c><00:08:40.399><c> =</c><00:08:40.800><c> 700</c><00:08:42.000><c> /</c><00:08:42.719><c> 700</c><00:08:43.360><c> plus.95</c><00:08:44.640><c> Field.</c><00:08:45.760><c> Or</c> that X / D = 700 / 700 plus.95 Field. Or that X / D = 700 / 700 plus.95 Field. Or we<00:08:46.320><c> can</c><00:08:46.560><c> get</c><00:08:46.800><c> X</c><00:08:47.200><c> as</c><00:08:47.600><c> a</c><00:08:47.920><c> ratio</c><00:08:48.320><c> from</c><00:08:48.560><c> D.</c><00:08:48.959><c> the</c><00:08:49.200><c> x</c> we can get X as a ratio from D. the x we can get X as a ratio from D. the x equ=<00:08:50.480><c> 700</c><00:08:51.279><c> /</c><00:08:52.000><c> 700</c><00:08:52.640><c> plus.95</c><00:08:54.080><c> field</c><00:08:54.560><c> multiplied</c> equ= 700 / 700 plus.95 field multiplied equ= 700 / 700 plus.95 field multiplied by<00:08:55.519><c> d.</c><00:08:56.080><c> So</c><00:08:56.480><c> this</c><00:08:56.880><c> x</c><00:08:57.200><c> if</c><00:08:57.440><c> we</c><00:08:57.600><c> want</c><00:08:57.760><c> to</c><00:08:57.920><c> calculate</c> by d. So this x if we want to calculate by d. So this x if we want to calculate the<00:08:58.560><c> x</c><00:08:59.440><c> as</c><00:08:59.680><c> a</c><00:08:59.920><c> ratio</c><00:09:00.240><c> of</c><00:09:00.480><c> the</c><00:09:00.880><c> effective</c><00:09:01.360><c> depths</c> the x as a ratio of the effective depths the x as a ratio of the effective depths we<00:09:02.000><c> can</c><00:09:02.080><c> get</c><00:09:02.240><c> it</c><00:09:02.399><c> from</c><00:09:02.720><c> this</c><00:09:03.120><c> equation</c><00:09:04.080><c> based</c> we can get it from this equation based we can get it from this equation based on<00:09:04.560><c> the</c><00:09:04.800><c> type</c><00:09:05.040><c> of</c><00:09:05.200><c> the</c><00:09:05.440><c> steel</c><00:09:05.920><c> the</c><00:09:06.240><c> f</c><00:09:06.560><c> yield</c><00:09:06.959><c> if</c> on the type of the steel the f yield if on the type of the steel the f yield if we<00:09:07.360><c> are</c><00:09:07.600><c> using</c><00:09:07.839><c> a</c><00:09:08.080><c> high</c><00:09:08.320><c> yield</c><00:09:08.720><c> steel</c><00:09:09.120><c> with</c><00:09:09.360><c> f</c> we are using a high yield steel with f we are using a high yield steel with f yield<00:09:10.080><c> 460</c><00:09:11.440><c> and</c><00:09:11.760><c> substituting</c><00:09:12.480><c> this</c><00:09:12.720><c> into</c> yield 460 and substituting this into yield 460 and substituting this into this<00:09:13.360><c> equation</c><00:09:13.839><c> we</c><00:09:14.080><c> can</c><00:09:14.240><c> get</c><00:09:14.399><c> the</c><00:09:14.640><c> x</c><00:09:14.959><c> equals</c> this equation we can get the x equals this equation we can get the x equals 615t. 615t. 615t. So<00:09:18.959><c> this</c><00:09:19.279><c> X</c><00:09:20.240><c> is</c><00:09:20.480><c> the</c><00:09:20.720><c> X</c><00:09:21.200><c> balanced.</c><00:09:22.080><c> If</c><00:09:22.560><c> the</c><00:09:22.959><c> X</c> So this X is the X balanced. If the X So this X is the X balanced. If the X calculated<00:09:24.320><c> equal</c><00:09:25.200><c> 615D</c><00:09:26.399><c> in</c><00:09:26.560><c> a</c><00:09:26.720><c> case</c><00:09:26.880><c> of</c><00:09:27.120><c> Field</c> calculated equal 615D in a case of Field calculated equal 615D in a case of Field 460,<00:09:28.720><c> it</c><00:09:28.959><c> means</c><00:09:29.120><c> we</c><00:09:29.360><c> will</c><00:09:29.600><c> have</c><00:09:29.760><c> a</c><00:09:30.000><c> balanced</c> 460, it means we will have a balanced 460, it means we will have a balanced failure.<00:09:31.680><c> It</c><00:09:31.920><c> means</c><00:09:32.080><c> the</c><00:09:32.320><c> concrete</c><00:09:32.800><c> will</c> failure. It means the concrete will failure. It means the concrete will crush.<00:09:33.839><c> Meanwhile,</c><00:09:34.800><c> the</c><00:09:35.120><c> steel</c><00:09:35.360><c> will</c><00:09:35.600><c> reach</c> crush. Meanwhile, the steel will reach crush. Meanwhile, the steel will reach its<00:09:36.160><c> yield</c><00:09:37.279><c> uh</c><00:09:38.160><c> strain.</c><00:09:39.200><c> So</c><00:09:39.519><c> if</c><00:09:39.920><c> X=</c><00:09:41.120><c> 615D,</c><00:09:42.240><c> it</c> its yield uh strain. So if X= 615D, it its yield uh strain. So if X= 615D, it means<00:09:42.800><c> X=</c><00:09:43.519><c> to</c><00:09:43.680><c> X</c><00:09:44.000><c> balanced.</c><00:09:44.560><c> the</c><00:09:44.800><c> steel</c><00:09:45.120><c> will</c> means X= to X balanced. the steel will means X= to X balanced. the steel will yield<00:09:45.600><c> and</c><00:09:45.839><c> the</c><00:09:46.000><c> concrete</c><00:09:46.480><c> will</c><00:09:46.720><c> crush</c><00:09:47.040><c> and</c> yield and the concrete will crush and yield and the concrete will crush and this<00:09:47.600><c> will</c><00:09:47.760><c> be</c><00:09:48.320><c> a</c><00:09:48.480><c> balanced</c><00:09:49.360><c> failure.</c> this will be a balanced failure. this will be a balanced failure. Let's<00:09:51.839><c> continue</c><00:09:52.240><c> with</c><00:09:52.399><c> the</c><00:09:52.560><c> balanced</c><00:09:53.120><c> failure</c> Let's continue with the balanced failure Let's continue with the balanced failure and<00:09:53.680><c> calculate</c><00:09:54.240><c> the</c><00:09:54.560><c> value</c><00:09:54.880><c> of</c><00:09:55.040><c> FCC</c><00:09:55.920><c> and</c><00:09:56.160><c> FCT.</c> and calculate the value of FCC and FCT. and calculate the value of FCC and FCT. The<00:09:57.600><c> value</c><00:09:57.839><c> of</c><00:09:58.080><c> FCC</c><00:09:58.800><c> here</c><00:09:59.200><c> the</c><00:09:59.360><c> compression</c> The value of FCC here the compression The value of FCC here the compression force<00:10:00.240><c> equals</c><00:10:00.560><c> the</c><00:10:00.800><c> volume</c><00:10:01.120><c> of</c><00:10:01.360><c> this</c><00:10:02.399><c> uh</c><00:10:02.560><c> shape</c> force equals the volume of this uh shape force equals the volume of this uh shape here.<00:10:03.360><c> So</c><00:10:03.600><c> it</c><00:10:03.839><c> equals</c><00:10:04.320><c> the</c><00:10:04.560><c> stress</c><00:10:05.680><c> multiplied</c> here. So it equals the stress multiplied here. So it equals the stress multiplied by<00:10:06.880><c> the</c><00:10:07.120><c> area.</c><00:10:08.000><c> So</c><00:10:08.240><c> the</c><00:10:08.560><c> stress</c><00:10:08.800><c> is</c><00:10:09.279><c> 045</c><00:10:10.080><c> FCU</c> by the area. So the stress is 045 FCU by the area. So the stress is 045 FCU multiplied<00:10:11.760><c> by</c><00:10:12.000><c> the</c><00:10:12.160><c> width</c><00:10:12.480><c> of</c><00:10:12.560><c> the</c><00:10:12.800><c> beam</c> multiplied by the width of the beam multiplied by the width of the beam multiplied<00:10:13.839><c> by</c><00:10:14.160><c> S</c><00:10:14.640><c> which</c><00:10:14.880><c> is.9x.</c> multiplied by S which is.9x. multiplied by S which is.9x. So<00:10:16.959><c> let's</c><00:10:17.360><c> rearrange</c><00:10:18.000><c> this</c><00:10:18.240><c> and</c><00:10:18.560><c> we</c><00:10:18.720><c> reach</c> So let's rearrange this and we reach So let's rearrange this and we reach that<00:10:19.360><c> FCC</c><00:10:20.160><c> equals</c><00:10:21.519><c> 405</c><00:10:22.480><c> FCU</c><00:10:23.440><c> </c><00:10:23.760><c> B</c><00:10:24.240><c> </c><00:10:24.800><c> X.</c> that FCC equals 405 FCU * B * X. that FCC equals 405 FCU * B * X. Also<00:10:27.680><c> we</c><00:10:27.920><c> get</c><00:10:28.160><c> the</c><00:10:28.800><c> force</c><00:10:29.200><c> in</c><00:10:29.360><c> the</c><00:10:29.600><c> tension</c> Also we get the force in the tension Also we get the force in the tension steel<00:10:30.480><c> FST</c><00:10:31.360><c> equal.95</c> steel FST equal.95 steel FST equal.95 Field<00:10:34.000><c> which</c><00:10:34.240><c> is</c><00:10:34.399><c> the</c><00:10:34.880><c> maximum</c><00:10:35.440><c> stress</c><00:10:35.760><c> or</c> Field which is the maximum stress or Field which is the maximum stress or yield<00:10:36.480><c> stress</c><00:10:36.800><c> for</c><00:10:37.040><c> the</c><00:10:37.200><c> steel</c><00:10:37.920><c> 0.95</c><00:10:38.800><c> because</c> yield stress for the steel 0.95 because yield stress for the steel 0.95 because of<00:10:39.200><c> the</c><00:10:39.360><c> material</c><00:10:39.760><c> safety</c><00:10:40.160><c> factor</c><00:10:40.560><c> as</c> of the material safety factor as of the material safety factor as explained<00:10:41.279><c> in</c><00:10:41.600><c> our</c><00:10:42.000><c> previous</c><00:10:42.399><c> videos</c> explained in our previous videos explained in our previous videos multiplied<00:10:43.839><c> by</c><00:10:44.560><c> S.</c><00:10:45.680><c> So</c><00:10:45.839><c> it</c><00:10:46.000><c> is</c><00:10:46.160><c> a</c><00:10:46.399><c> stress</c> multiplied by S. So it is a stress multiplied by S. So it is a stress multiplied<00:10:47.519><c> by</c><00:10:48.000><c> area.</c><00:10:48.880><c> Now</c><00:10:49.120><c> let's</c><00:10:49.360><c> say</c> multiplied by area. Now let's say multiplied by area. Now let's say equating<00:10:50.000><c> the</c><00:10:50.240><c> two</c><00:10:50.399><c> values</c><00:10:51.360><c> the</c><00:10:51.680><c> summation</c><00:10:52.160><c> of</c> equating the two values the summation of equating the two values the summation of forces<00:10:52.720><c> in</c><00:10:52.880><c> the</c><00:10:52.959><c> X</c><00:10:53.200><c> direction</c><00:10:53.680><c> equals</c><00:10:54.079><c> zero.</c> forces in the X direction equals zero. forces in the X direction equals zero. So<00:10:54.640><c> the</c><00:10:54.800><c> FCC</c><00:10:55.600><c> equals</c><00:10:55.920><c> to</c><00:10:56.160><c> FCT</c><00:10:56.880><c> and</c><00:10:57.120><c> rearrange</c> So the FCC equals to FCT and rearrange So the FCC equals to FCT and rearrange we<00:10:58.000><c> can</c><00:10:58.160><c> get</c><00:10:58.320><c> the</c><00:10:58.959><c> area</c><00:10:59.360><c> steel</c><00:10:59.839><c> equals.405</c> we can get the area steel equals.405 we can get the area steel equals.405 FCU<00:11:02.800><c> B</c><00:11:03.200><c> </c><00:11:03.440><c> X</c><00:11:03.760><c> divided</c><00:11:04.240><c> by</c><00:11:04.800><c> 95</c><00:11:05.440><c> </c><00:11:06.000><c> F</c><00:11:06.399><c> yield.</c><00:11:06.880><c> And</c> FCU B * X divided by 95 * F yield. And FCU B * X divided by 95 * F yield. And from<00:11:07.279><c> this</c><00:11:07.600><c> equation</c><00:11:08.000><c> we</c><00:11:08.320><c> can</c><00:11:08.480><c> see</c><00:11:08.720><c> that</c><00:11:09.440><c> the</c> from this equation we can see that the from this equation we can see that the area<00:11:10.240><c> steel</c><00:11:10.800><c> is</c><00:11:11.360><c> proportional</c><00:11:12.000><c> with</c><00:11:12.240><c> the</c> area steel is proportional with the area steel is proportional with the value<00:11:13.040><c> of</c><00:11:13.279><c> X.</c><00:11:14.079><c> Area</c><00:11:14.480><c> steel</c><00:11:14.959><c> is</c><00:11:15.279><c> proportional</c> value of X. Area steel is proportional value of X. Area steel is proportional with<00:11:17.200><c> uh</c><00:11:17.440><c> the</c><00:11:17.760><c> value</c><00:11:18.160><c> of</c><00:11:18.399><c> X.</c><00:11:18.880><c> If</c><00:11:19.120><c> you</c><00:11:19.279><c> have</c><00:11:20.160><c> more</c> with uh the value of X. If you have more with uh the value of X. If you have more steel<00:11:21.120><c> the</c><00:11:21.279><c> X</c><00:11:21.600><c> will</c><00:11:21.760><c> be</c><00:11:21.920><c> more.</c><00:11:22.240><c> If</c><00:11:22.399><c> you</c><00:11:22.560><c> have</c> steel the X will be more. If you have steel the X will be more. If you have less<00:11:23.040><c> steel</c><00:11:23.360><c> the</c><00:11:23.519><c> X</c><00:11:23.760><c> will</c><00:11:24.000><c> be</c><00:11:24.480><c> less.</c><00:11:25.680><c> Now</c><00:11:25.920><c> for</c><00:11:26.240><c> a</c> less steel the X will be less. Now for a less steel the X will be less. Now for a balanced<00:11:26.880><c> failure</c><00:11:27.360><c> with</c><00:11:27.680><c> Field</c><00:11:28.399><c> equal</c><00:11:28.959><c> 460</c> balanced failure with Field equal 460 balanced failure with Field equal 460 Newton<00:11:30.240><c> per</c><00:11:30.399><c> millm</c><00:11:31.040><c> squared</c><00:11:31.360><c> or</c><00:11:31.680><c> megapascal</c> Newton per millm squared or megapascal Newton per millm squared or megapascal we<00:11:33.040><c> know</c><00:11:33.200><c> that</c><00:11:33.519><c> X</c><00:11:33.920><c> equ=</c><00:11:34.800><c> 615D.</c><00:11:36.160><c> We</c><00:11:36.560><c> just</c><00:11:36.800><c> did</c> we know that X equ= 615D. We just did we know that X equ= 615D. We just did that<00:11:37.360><c> in</c><00:11:37.760><c> our</c><00:11:38.160><c> previous</c><00:11:39.040><c> slide</c><00:11:39.519><c> like</c><00:11:39.839><c> few</c> that in our previous slide like few that in our previous slide like few minutes<00:11:41.120><c> ago.</c><00:11:42.160><c> So</c><00:11:42.480><c> let's</c><00:11:42.800><c> substitute</c><00:11:43.519><c> this</c> minutes ago. So let's substitute this minutes ago. So let's substitute this equation<00:11:44.399><c> or</c><00:11:44.640><c> the</c><00:11:44.880><c> X</c><00:11:45.200><c> into</c><00:11:45.760><c> this</c><00:11:46.079><c> equation</c> equation or the X into this equation equation or the X into this equation here.<00:11:47.279><c> So</c><00:11:47.440><c> we</c><00:11:47.680><c> can</c><00:11:47.839><c> get</c><00:11:48.000><c> the</c><00:11:48.240><c> area</c><00:11:48.640><c> steel</c><00:11:49.200><c> in</c><00:11:49.600><c> a</c> here. So we can get the area steel in a here. So we can get the area steel in a balanced<00:11:50.320><c> section.</c><00:11:50.959><c> the</c><00:11:51.200><c> area</c><00:11:51.519><c> ste</c><00:11:52.000><c> that</c><00:11:52.160><c> will</c> balanced section. the area ste that will balanced section. the area ste that will result<00:11:52.800><c> in</c><00:11:53.120><c> a</c><00:11:53.360><c> balanced</c><00:11:53.920><c> section.</c><00:11:54.800><c> So</c><00:11:55.040><c> we</c><00:11:55.360><c> just</c> result in a balanced section. So we just result in a balanced section. So we just replace<00:11:56.160><c> the</c><00:11:56.399><c> x</c><00:11:56.720><c> by</c><00:11:57.440><c> 615d</c> replace the x by 615d replace the x by 615d and<00:11:59.360><c> let's</c><00:12:00.320><c> uh</c><00:12:00.720><c> simplify</c><00:12:01.360><c> the</c><00:12:01.600><c> equation.</c><00:12:02.480><c> So</c> and let's uh simplify the equation. So and let's uh simplify the equation. So it<00:12:02.800><c> will</c><00:12:02.959><c> be</c><00:12:03.200><c> 5.7</c><00:12:04.240><c> </c><00:12:04.480><c> 10</c><00:12:04.800><c> ^</c><00:12:05.200><c> -4</c><00:12:05.920><c> fcu</c><00:12:06.800><c> </c><00:12:07.600><c> b</c><00:12:08.079><c> d.</c><00:12:08.880><c> So</c> it will be 5.7 * 10 ^ -4 fcu * b d. So it will be 5.7 * 10 ^ -4 fcu * b d. So if<00:12:09.279><c> the</c><00:12:09.519><c> area</c><00:12:09.839><c> still</c><00:12:10.320><c> equal</c><00:12:10.720><c> to</c><00:12:10.880><c> that</c><00:12:11.200><c> value</c><00:12:11.600><c> it</c> if the area still equal to that value it if the area still equal to that value it means<00:12:12.000><c> we</c><00:12:12.240><c> will</c><00:12:12.399><c> have</c><00:12:12.560><c> a</c><00:12:12.720><c> balanced</c><00:12:13.440><c> failure.</c> means we will have a balanced failure. means we will have a balanced failure. If<00:12:14.560><c> we</c><00:12:14.800><c> want</c><00:12:14.959><c> to</c><00:12:15.120><c> get</c><00:12:15.279><c> the</c><00:12:15.600><c> reinforcement</c> If we want to get the reinforcement If we want to get the reinforcement ratio,<00:12:16.800><c> the</c><00:12:17.040><c> reinforcement</c><00:12:17.680><c> ratio</c><00:12:18.079><c> equals</c> ratio, the reinforcement ratio equals ratio, the reinforcement ratio equals the<00:12:18.639><c> area</c><00:12:18.880><c> of</c><00:12:19.040><c> the</c><00:12:19.279><c> steel</c><00:12:19.600><c> divided</c><00:12:20.079><c> by</c><00:12:20.240><c> the</c> the area of the steel divided by the the area of the steel divided by the area<00:12:20.720><c> of</c><00:12:20.880><c> the</c><00:12:21.120><c> concrete</c><00:12:21.600><c> which</c><00:12:21.839><c> is</c><00:12:22.079><c> B</c><00:12:22.399><c> times</c> area of the concrete which is B times area of the concrete which is B times effective<00:12:23.279><c> depth</c><00:12:23.680><c> D.</c> effective depth D. effective depth D. So<00:12:25.680><c> by</c><00:12:26.000><c> doing</c><00:12:26.320><c> that</c><00:12:26.720><c> we</c><00:12:27.040><c> will</c><00:12:27.200><c> remove</c><00:12:27.519><c> the</c><00:12:27.920><c> B</c><00:12:28.320><c> </c> So by doing that we will remove the B So by doing that we will remove the B * D.<00:12:28.880><c> So</c><00:12:28.959><c> we</c><00:12:29.120><c> will</c><00:12:29.279><c> reach</c><00:12:29.760><c> this</c><00:12:30.079><c> value</c><00:12:30.399><c> here.</c><00:12:31.279><c> And</c> D. So we will reach this value here. And D. So we will reach this value here. And for<00:12:32.000><c> an</c><00:12:32.240><c> example</c><00:12:32.959><c> let's</c><00:12:33.600><c> substitute</c><00:12:34.240><c> the</c><00:12:34.480><c> FCU.</c> for an example let's substitute the FCU. for an example let's substitute the FCU. We<00:12:35.600><c> use</c><00:12:35.760><c> any</c><00:12:36.079><c> value.</c><00:12:36.560><c> So</c><00:12:36.720><c> if</c><00:12:36.880><c> we</c><00:12:37.040><c> use</c><00:12:37.279><c> FCU</c><00:12:38.000><c> equal</c> We use any value. So if we use FCU equal We use any value. So if we use FCU equal 30<00:12:39.200><c> megapascal</c><00:12:40.160><c> we</c><00:12:40.399><c> can</c><00:12:40.560><c> get</c><00:12:40.720><c> the</c><00:12:40.880><c> rob</c> 30 megapascal we can get the rob 30 megapascal we can get the rob balanced<00:12:41.680><c> in</c><00:12:41.920><c> this</c><00:12:42.079><c> case</c><00:12:42.399><c> equals</c><00:12:43.839><c> 0171</c> balanced in this case equals 0171 balanced in this case equals 0171 or<00:12:46.320><c> if</c><00:12:46.560><c> we</c><00:12:46.720><c> want</c><00:12:46.880><c> it</c><00:12:47.120><c> as</c><00:12:47.279><c> a</c><00:12:47.519><c> percent</c><00:12:47.920><c> it</c><00:12:48.079><c> will</c> or if we want it as a percent it will or if we want it as a percent it will weep<00:12:48.639><c> 1.7%.</c> weep 1.7%. weep 1.7%. So<00:12:51.360><c> if</c><00:12:52.160><c> the</c><00:12:52.480><c> F</c><00:12:52.720><c> field</c><00:12:53.040><c> is</c><00:12:53.360><c> 460</c><00:12:54.320><c> and</c><00:12:54.639><c> concrete</c><00:12:55.200><c> is</c> So if the F field is 460 and concrete is So if the F field is 460 and concrete is 30<00:12:56.000><c> megapascal</c><00:12:57.200><c> the</c><00:12:57.680><c> row</c><00:12:57.839><c> balanced</c><00:12:58.399><c> is</c><00:12:58.639><c> about</c> 30 megapascal the row balanced is about 30 megapascal the row balanced is about 1.7%. 1.7%. 1.7%. when<00:13:01.360><c> you</c><00:13:01.600><c> design</c><00:13:02.000><c> for</c><00:13:02.399><c> a</c><00:13:02.720><c> rectangular</c> when you design for a rectangular when you design for a rectangular section<00:13:03.760><c> or</c><00:13:04.079><c> a</c><00:13:04.240><c> beam</c><00:13:04.480><c> under</c><00:13:04.880><c> flexure.</c><00:13:05.440><c> So</c> section or a beam under flexure. So section or a beam under flexure. So ensure<00:13:06.240><c> that</c><00:13:06.959><c> the</c><00:13:07.600><c> row</c><00:13:07.760><c> will</c><00:13:08.000><c> be</c><00:13:08.160><c> less</c><00:13:08.480><c> than</c> ensure that the row will be less than ensure that the row will be less than this<00:13:09.279><c> row</c><00:13:09.360><c> balanced</c><00:13:09.920><c> to</c><00:13:10.160><c> have</c><00:13:10.320><c> attention</c> this row balanced to have attention this row balanced to have attention failure.<00:13:11.519><c> So</c><00:13:11.680><c> a</c><00:13:11.839><c> reinforcement</c><00:13:12.560><c> ratio</c><00:13:12.880><c> of</c><00:13:13.120><c> 1%</c> failure. So a reinforcement ratio of 1% failure. So a reinforcement ratio of 1% is<00:13:14.000><c> will</c><00:13:14.240><c> be</c><00:13:14.399><c> fine.8</c><00:13:15.839><c> 1.1</c><00:13:16.720><c> 1.2%</c><00:13:18.160><c> will</c><00:13:18.399><c> be</c><00:13:18.560><c> less</c> is will be fine.8 1.1 1.2% will be less is will be fine.8 1.1 1.2% will be less than<00:13:19.040><c> the</c><00:13:19.519><c> row</c><00:13:19.680><c> balanced</c><00:13:20.240><c> to</c><00:13:20.399><c> ensure</c><00:13:20.720><c> that</c><00:13:20.959><c> you</c> than the row balanced to ensure that you than the row balanced to ensure that you will<00:13:21.760><c> not</c><00:13:22.160><c> have</c><00:13:22.800><c> a</c><00:13:23.200><c> compression</c><00:13:24.160><c> failure</c><00:13:24.560><c> or</c><00:13:24.880><c> a</c> will not have a compression failure or a will not have a compression failure or a balanced<00:13:25.600><c> failure.</c><00:13:26.639><c> Now</c><00:13:26.959><c> let's</c><00:13:27.200><c> see</c><00:13:27.360><c> the</c> balanced failure. Now let's see the balanced failure. Now let's see the difference<00:13:28.000><c> between</c><00:13:28.240><c> the</c><00:13:28.480><c> balanced</c><00:13:28.959><c> failure</c> difference between the balanced failure difference between the balanced failure and<00:13:29.440><c> the</c><00:13:29.680><c> tension</c><00:13:30.000><c> failure.</c><00:13:30.880><c> These</c><00:13:31.200><c> are</c><00:13:31.360><c> the</c> and the tension failure. These are the and the tension failure. These are the strains<00:13:32.160><c> in</c><00:13:32.480><c> a</c><00:13:32.639><c> balanced</c><00:13:33.200><c> failure.</c><00:13:33.680><c> Epsilon</c> strains in a balanced failure. Epsilon strains in a balanced failure. Epsilon yield<00:13:34.880><c> in</c><00:13:35.120><c> the</c><00:13:35.279><c> steel</c><00:13:35.839><c> and</c><00:13:36.079><c> epsilon</c><00:13:36.639><c> CU</c><00:13:37.200><c> in</c><00:13:37.440><c> the</c> yield in the steel and epsilon CU in the yield in the steel and epsilon CU in the concrete.<00:13:38.720><c> In</c><00:13:38.959><c> attention</c><00:13:39.600><c> failure,</c><00:13:40.000><c> we</c><00:13:40.240><c> know</c> concrete. In attention failure, we know concrete. In attention failure, we know that<00:13:40.720><c> the</c><00:13:40.959><c> steel</c><00:13:41.279><c> will</c><00:13:41.519><c> reach</c><00:13:41.839><c> the</c><00:13:42.079><c> yield</c> that the steel will reach the yield that the steel will reach the yield strain.<00:13:43.680><c> However,</c><00:13:44.079><c> the</c><00:13:44.320><c> concrete</c><00:13:44.800><c> will</c><00:13:45.040><c> not</c> strain. However, the concrete will not strain. However, the concrete will not reach<00:13:45.760><c> the</c><00:13:46.240><c> maximum</c><00:13:46.880><c> strain</c><00:13:47.440><c> which</c><00:13:47.760><c> which</c><00:13:48.240><c> it</c> reach the maximum strain which which it reach the maximum strain which which it means<00:13:48.720><c> it</c><00:13:48.880><c> will</c><00:13:49.040><c> be</c><00:13:49.120><c> a</c><00:13:49.360><c> value</c><00:13:49.600><c> lower</c><00:13:50.000><c> than</c><00:13:50.880><c> 035.</c> means it will be a value lower than 035. means it will be a value lower than 035. So<00:13:52.560><c> the</c><00:13:52.800><c> strain</c><00:13:53.200><c> distribution</c><00:13:53.920><c> will</c><00:13:54.160><c> be</c><00:13:54.320><c> this</c> So the strain distribution will be this So the strain distribution will be this shape.<00:13:55.120><c> Here</c><00:13:55.600><c> the</c><00:13:55.839><c> strain</c><00:13:56.240><c> is</c><00:13:56.480><c> less</c><00:13:56.800><c> than</c> shape. Here the strain is less than shape. Here the strain is less than 0.0035 0.0035 0.0035 and<00:13:59.440><c> the</c><00:13:59.680><c> steer</c><00:14:00.000><c> will</c><00:14:00.160><c> reach</c><00:14:00.480><c> the</c><00:14:00.800><c> yield</c> and the steer will reach the yield and the steer will reach the yield strain.<00:14:02.079><c> Therefore</c><00:14:02.399><c> the</c><00:14:02.720><c> X</c><00:14:02.959><c> in</c><00:14:03.279><c> this</c><00:14:03.440><c> case</c> strain. Therefore the X in this case strain. Therefore the X in this case will<00:14:04.000><c> be</c><00:14:04.160><c> less</c><00:14:04.399><c> than</c><00:14:04.639><c> X</c><00:14:04.959><c> balanced.</c><00:14:05.680><c> So</c><00:14:05.839><c> in</c> will be less than X balanced. So in will be less than X balanced. So in attention<00:14:06.560><c> failure</c> attention failure attention failure the<00:14:08.399><c> X</c><00:14:08.720><c> will</c><00:14:08.959><c> be</c><00:14:09.120><c> less</c><00:14:09.440><c> than</c><00:14:09.600><c> X</c><00:14:09.920><c> balanced.</c><00:14:10.480><c> It</c> the X will be less than X balanced. It the X will be less than X balanced. It means<00:14:10.959><c> less</c><00:14:11.199><c> than</c><00:14:11.920><c> 615D</c> means less than 615D means less than 615D and<00:14:13.760><c> also</c><00:14:14.079><c> the</c><00:14:14.480><c> reinforcement</c><00:14:15.279><c> ratio</c><00:14:15.760><c> will</c><00:14:16.000><c> be</c> and also the reinforcement ratio will be and also the reinforcement ratio will be less<00:14:16.720><c> than</c><00:14:16.959><c> the</c><00:14:17.279><c> row</c><00:14:17.440><c> balanced</c><00:14:18.480><c> and</c><00:14:18.720><c> we</c><00:14:18.959><c> call</c> less than the row balanced and we call less than the row balanced and we call this<00:14:19.519><c> section</c><00:14:19.920><c> is</c><00:14:20.320><c> an</c><00:14:20.639><c> underreforced</c><00:14:22.079><c> section</c> this section is an underreforced section this section is an underreforced section that<00:14:24.079><c> uh</c><00:14:24.320><c> the</c><00:14:24.639><c> BS</c><00:14:25.199><c> code</c><00:14:25.760><c> recommends</c><00:14:26.399><c> that</c><00:14:26.720><c> X</c> that uh the BS code recommends that X that uh the BS code recommends that X should<00:14:27.839><c> be</c><00:14:28.079><c> less</c><00:14:28.320><c> than</c><00:14:28.480><c> or</c><00:14:28.720><c> equal</c><00:14:29.040><c> to.5D</c> should be less than or equal to.5D should be less than or equal to.5D means<00:14:30.959><c> less</c><00:14:31.279><c> than</c><00:14:31.920><c> 615D</c> means less than 615D means less than 615D why<00:14:33.920><c> this</c><00:14:34.240><c> difference</c><00:14:34.720><c> just</c><00:14:34.959><c> to</c><00:14:35.120><c> ensure</c><00:14:35.680><c> that</c> why this difference just to ensure that why this difference just to ensure that we<00:14:36.160><c> will</c><00:14:36.320><c> have</c><00:14:36.480><c> attention</c><00:14:37.040><c> failure</c><00:14:37.519><c> we</c><00:14:37.760><c> don't</c> we will have attention failure we don't we will have attention failure we don't want<00:14:38.240><c> to</c><00:14:38.480><c> be</c><00:14:38.720><c> close</c><00:14:38.959><c> to</c><00:14:39.680><c> the</c><00:14:40.079><c> balanced</c> want to be close to the balanced want to be close to the balanced failure.<00:14:41.279><c> So</c><00:14:41.440><c> to</c><00:14:41.680><c> ensure</c><00:14:42.079><c> that</c><00:14:42.320><c> we</c><00:14:42.480><c> will</c><00:14:42.639><c> have</c> failure. So to ensure that we will have failure. So to ensure that we will have attention<00:14:43.360><c> failure,</c><00:14:44.079><c> we</c><00:14:44.399><c> will</c><00:14:44.560><c> take</c><00:14:44.880><c> X</c><00:14:45.600><c> less</c> attention failure, we will take X less attention failure, we will take X less than<00:14:46.079><c> or</c><00:14:46.399><c> equals</c><00:14:46.880><c> to</c><00:14:47.199><c> 0.5D</c> than or equals to 0.5D than or equals to 0.5D which<00:14:49.040><c> is</c><00:14:49.199><c> lower</c><00:14:49.600><c> than</c><00:14:50.399><c> the</c><00:14:50.880><c> point</c> which is lower than the point which is lower than the point [clears throat] [clears throat] [clears throat] 615D. 615D. 615D. Okay.<00:14:56.240><c> And</c><00:14:56.480><c> as</c><00:14:56.800><c> I</c><00:14:57.040><c> explained</c><00:14:57.600><c> earlier</c><00:14:58.320><c> this</c> Okay. And as I explained earlier this Okay. And as I explained earlier this failure<00:14:59.199><c> or</c><00:14:59.440><c> the</c><00:14:59.600><c> tension</c><00:15:00.000><c> failure</c><00:15:00.320><c> is</c><00:15:00.639><c> a</c> failure or the tension failure is a failure or the tension failure is a ductile<00:15:01.279><c> failure</c><00:15:01.920><c> that</c><00:15:02.320><c> takes</c><00:15:02.720><c> place</c> ductile failure that takes place ductile failure that takes place gradually.<00:15:04.079><c> the</c><00:15:04.320><c> structure</c><00:15:04.720><c> will</c><00:15:04.959><c> undergo</c> gradually. the structure will undergo gradually. the structure will undergo very<00:15:06.000><c> large</c><00:15:06.320><c> deflections</c><00:15:06.959><c> and</c><00:15:07.279><c> rotations</c> very large deflections and rotations very large deflections and rotations before<00:15:08.639><c> the</c><00:15:08.959><c> final</c><00:15:09.519><c> collapse</c><00:15:10.320><c> and</c><00:15:10.639><c> therefore</c> before the final collapse and therefore before the final collapse and therefore it<00:15:11.680><c> is</c><00:15:12.160><c> recommended</c><00:15:12.959><c> failure</c><00:15:13.440><c> mode</c><00:15:13.839><c> by</c> it is recommended failure mode by it is recommended failure mode by different<00:15:14.880><c> design</c><00:15:15.360><c> codes.</c><00:15:16.079><c> Okay.</c><00:15:16.480><c> So</c><00:15:16.639><c> in</c> different design codes. Okay. So in different design codes. Okay. So in reinforced<00:15:17.519><c> concrete</c><00:15:18.079><c> structures</c><00:15:19.040><c> the</c> reinforced concrete structures the reinforced concrete structures the recommended<00:15:20.079><c> failure</c><00:15:20.639><c> mode</c><00:15:21.040><c> of</c><00:15:21.600><c> beams</c><00:15:22.000><c> or</c> recommended failure mode of beams or recommended failure mode of beams or slabs<00:15:22.720><c> or</c><00:15:22.880><c> flexure</c><00:15:23.440><c> member</c><00:15:23.760><c> is</c><00:15:24.000><c> the</c><00:15:24.160><c> tension</c> slabs or flexure member is the tension slabs or flexure member is the tension failure<00:15:25.120><c> because</c><00:15:26.000><c> it</c><00:15:26.320><c> is</c><00:15:27.040><c> a</c><00:15:27.120><c> ductile</c><00:15:27.680><c> failure</c> failure because it is a ductile failure failure because it is a ductile failure and<00:15:28.399><c> gives</c><00:15:28.720><c> warning</c><00:15:29.199><c> before</c><00:15:29.519><c> the</c><00:15:29.760><c> final</c> and gives warning before the final and gives warning before the final collapse<00:15:30.560><c> of</c><00:15:30.720><c> the</c><00:15:30.959><c> structure.</c><00:15:31.920><c> Let's</c> collapse of the structure. Let's collapse of the structure. Let's continue<00:15:33.040><c> with</c><00:15:33.360><c> the</c><00:15:33.519><c> compression</c><00:15:34.000><c> failure.</c> continue with the compression failure. continue with the compression failure. The<00:15:35.120><c> compression</c><00:15:35.600><c> failure,</c><00:15:36.480><c> the</c><00:15:36.720><c> concrete</c> The compression failure, the concrete The compression failure, the concrete will<00:15:37.440><c> reach</c><00:15:38.000><c> the</c><00:15:38.800><c> maximum</c><00:15:39.680><c> strains</c><00:15:40.560><c> 0.35.</c> will reach the maximum strains 0.35. will reach the maximum strains 0.35. However,<00:15:42.000><c> the</c><00:15:42.240><c> steel</c><00:15:42.560><c> will</c><00:15:42.720><c> be</c><00:15:43.360><c> less</c><00:15:43.760><c> than</c><00:15:44.000><c> the</c> However, the steel will be less than the However, the steel will be less than the epsilon<00:15:44.720><c> yield.</c><00:15:45.120><c> So,</c><00:15:45.279><c> the</c><00:15:45.519><c> strain</c> epsilon yield. So, the strain epsilon yield. So, the strain distribution<00:15:46.560><c> will</c><00:15:46.800><c> be</c><00:15:46.959><c> like</c><00:15:47.279><c> that.</c><00:15:48.000><c> The</c> distribution will be like that. The distribution will be like that. The strain<00:15:48.560><c> in</c><00:15:48.800><c> the</c><00:15:48.959><c> steel</c><00:15:49.279><c> is</c><00:15:49.519><c> less</c><00:15:49.759><c> than</c><00:15:49.920><c> the</c> strain in the steel is less than the strain in the steel is less than the epsilon<00:15:50.800><c> yield</c><00:15:51.360><c> and</c><00:15:51.600><c> therefore</c><00:15:52.000><c> the</c><00:15:52.240><c> X</c><00:15:52.560><c> will</c> epsilon yield and therefore the X will epsilon yield and therefore the X will be<00:15:52.959><c> greater</c><00:15:53.360><c> than</c><00:15:53.600><c> X</c><00:15:53.920><c> balanced.</c><00:15:54.880><c> So</c><00:15:55.120><c> if</c><00:15:55.360><c> the</c><00:15:55.600><c> X</c> be greater than X balanced. So if the X be greater than X balanced. So if the X is<00:15:56.079><c> greater</c><00:15:56.399><c> than</c><00:15:56.639><c> X</c><00:15:56.959><c> balanced</c><00:15:57.519><c> which</c><00:15:57.680><c> is</c><00:15:58.160><c> 615D</c> is greater than X balanced which is 615D is greater than X balanced which is 615D the<00:15:59.440><c> row</c><00:15:59.839><c> will</c><00:16:00.160><c> be</c><00:16:00.320><c> greater</c><00:16:00.720><c> than</c><00:16:01.360><c> row</c> the row will be greater than row the row will be greater than row balanced<00:16:02.160><c> and</c><00:16:02.399><c> it</c><00:16:02.720><c> called</c><00:16:03.040><c> over</c><00:16:03.360><c> reinforced</c> balanced and it called over reinforced balanced and it called over reinforced section<00:16:05.040><c> and</c><00:16:05.519><c> for</c><00:16:06.079><c> that</c><00:16:06.959><c> uh</c><00:16:07.279><c> section</c><00:16:07.759><c> it</c><00:16:08.079><c> will</c> section and for that uh section it will section and for that uh section it will be<00:16:08.560><c> a</c><00:16:08.800><c> compression</c><00:16:09.759><c> failure.</c> be a compression failure. be a compression failure. For<00:16:11.920><c> that</c><00:16:12.240><c> one,</c><00:16:12.880><c> the</c><00:16:13.440><c> failure</c><00:16:13.839><c> occurs</c><00:16:14.320><c> in</c><00:16:14.959><c> uh</c> For that one, the failure occurs in uh For that one, the failure occurs in uh concrete<00:16:15.680><c> by</c><00:16:16.000><c> crushing</c><00:16:16.399><c> of</c><00:16:16.639><c> the</c><00:16:16.959><c> concrete</c> concrete by crushing of the concrete concrete by crushing of the concrete where<00:16:17.759><c> the</c><00:16:18.000><c> steel</c><00:16:18.399><c> did</c><00:16:18.639><c> not</c><00:16:18.800><c> yield</c><00:16:19.759><c> and</c><00:16:20.160><c> it</c><00:16:20.399><c> is</c> where the steel did not yield and it is where the steel did not yield and it is a<00:16:20.880><c> catastrophic</c><00:16:21.600><c> failure</c><00:16:22.000><c> without</c><00:16:22.480><c> any</c> a catastrophic failure without any a catastrophic failure without any warning<00:16:24.000><c> and</c><00:16:24.639><c> therefore</c><00:16:25.279><c> it</c><00:16:25.519><c> is</c> warning and therefore it is warning and therefore it is unrecommended<00:16:26.959><c> failure</c><00:16:27.360><c> and</c><00:16:27.680><c> should</c><00:16:27.920><c> be</c> unrecommended failure and should be unrecommended failure and should be avoided<00:16:29.440><c> uh</c><00:16:29.759><c> by</c><00:16:30.320><c> different</c><00:16:30.720><c> design</c><00:16:31.199><c> codes.</c><00:16:31.600><c> So</c> avoided uh by different design codes. So avoided uh by different design codes. So let's<00:16:32.320><c> conclude</c><00:16:33.360><c> this</c><00:16:33.839><c> video.</c><00:16:34.399><c> We</c><00:16:34.639><c> have</c><00:16:34.880><c> three</c> let's conclude this video. We have three let's conclude this video. We have three different<00:16:35.440><c> types</c><00:16:35.759><c> of</c><00:16:35.920><c> failure.</c><00:16:36.399><c> Tension</c> different types of failure. Tension different types of failure. Tension failure,<00:16:37.279><c> compression</c><00:16:37.759><c> failure</c><00:16:38.079><c> and</c> failure, compression failure and failure, compression failure and balanced<00:16:38.880><c> failure.</c><00:16:39.360><c> The</c><00:16:39.600><c> recommended</c> balanced failure. The recommended balanced failure. The recommended failure<00:16:40.480><c> is</c><00:16:40.800><c> the</c><00:16:41.360><c> tension</c><00:16:41.839><c> failure</c><00:16:42.800><c> and</c><00:16:43.440><c> uh</c> failure is the tension failure and uh failure is the tension failure and uh balanced<00:16:44.240><c> and</c><00:16:44.560><c> compression</c><00:16:45.120><c> failure</c><00:16:45.519><c> are</c><00:16:46.000><c> not</c> balanced and compression failure are not balanced and compression failure are not recommended.<00:16:47.600><c> Thank</c><00:16:47.839><c> you</c><00:16:48.079><c> for</c><00:16:48.800><c> watching</c><00:16:49.199><c> this</c> recommended. Thank you for watching this recommended. Thank you for watching this video.<00:16:50.079><c> If</c><00:16:50.320><c> you</c><00:16:50.480><c> like</c><00:16:50.639><c> the</c><00:16:50.880><c> video,</c><00:16:51.360><c> please</c> video. If you like the video, please video. If you like the video, please like,<00:16:52.399><c> subscribe</c><00:16:53.279><c> and</c><00:16:53.920><c> share</c><00:16:54.240><c> the</c><00:16:54.480><c> video</c><00:16:54.720><c> with</c> like, subscribe and share the video with like, subscribe and share the video with others.<00:16:55.600><c> Thank</c><00:16:55.839><c> you</c><00:16:56.079><c> for</c><00:16:56.320><c> watching</c><00:16:56.959><c> and</c> others. Thank you for watching and others. Thank you for watching and seeing<00:16:57.839><c> you</c><00:16:58.160><c> in</c><00:16:58.720><c> a</c><00:16:58.959><c> coming</c><00:16:59.600><c> video</c><00:17:00.160><c> and</c> seeing you in a coming video and seeing you in a coming video and goodbye.
5	3AbElFKNDqA	Design of Singly Reinforced Concrete Rectangular Sections. How to Design It in 1 Minute? 3 STEPS.	https://www.youtube.com/watch?v=3AbElFKNDqA	Design_of_Singly_Reinforced_Concrete_Rectangular_Sections._How_to_Design_It_in_1_Minute_3_STEPS..en.vtt	hello<00:00:04.960><c> everyone</c><00:00:05.920><c> this</c><00:00:06.160><c> is</c><00:00:06.240><c> dr</c><00:00:06.560><c> sriphil</c><00:00:07.040><c> gamal</c> hello everyone this is dr sriphil gamal hello everyone this is dr sriphil gamal and<00:00:07.759><c> today</c><00:00:08.160><c> we'll</c><00:00:08.320><c> have</c><00:00:08.559><c> a</c><00:00:08.639><c> new</c><00:00:08.800><c> video</c><00:00:09.280><c> about</c> and today we'll have a new video about and today we'll have a new video about design<00:00:10.559><c> of</c><00:00:10.719><c> singular</c><00:00:11.360><c> reinforced</c> design of singular reinforced design of singular reinforced rectangular rectangular rectangular sections sections sections before<00:00:15.440><c> we</c><00:00:15.599><c> go</c><00:00:15.759><c> to</c><00:00:16.240><c> the</c><00:00:16.560><c> design</c><00:00:17.039><c> steps</c><00:00:17.440><c> of</c> before we go to the design steps of before we go to the design steps of single<00:00:17.920><c> reinforced</c><00:00:18.560><c> rectangular</c><00:00:19.199><c> sections</c> single reinforced rectangular sections single reinforced rectangular sections let's let's let's know<00:00:21.680><c> first</c><00:00:22.240><c> about</c><00:00:22.800><c> the</c><00:00:22.960><c> difference</c><00:00:23.439><c> between</c> know first about the difference between know first about the difference between singly singly singly and<00:00:25.599><c> doubly</c><00:00:26.080><c> reinforced</c><00:00:26.800><c> rectangular</c> and doubly reinforced rectangular and doubly reinforced rectangular sections<00:00:30.240><c> the</c><00:00:30.640><c> singular</c><00:00:31.119><c> reinforced</c> sections the singular reinforced sections the singular reinforced rectangular<00:00:32.399><c> section</c><00:00:33.280><c> we</c><00:00:33.520><c> have</c><00:00:33.760><c> only</c> rectangular section we have only rectangular section we have only reinforcement<00:00:35.280><c> in</c><00:00:35.440><c> the</c><00:00:35.600><c> tension</c><00:00:36.079><c> side</c><00:00:36.640><c> of</c><00:00:36.880><c> the</c> reinforcement in the tension side of the reinforcement in the tension side of the cross<00:00:37.600><c> section</c><00:00:38.480><c> so</c><00:00:38.719><c> if</c><00:00:38.879><c> you</c><00:00:39.040><c> have</c><00:00:39.200><c> a</c> cross section so if you have a cross section so if you have a rectangular<00:00:39.920><c> cross</c><00:00:40.160><c> section</c><00:00:40.559><c> like</c><00:00:40.879><c> this</c><00:00:41.200><c> with</c> rectangular cross section like this with rectangular cross section like this with an<00:00:41.600><c> effective</c><00:00:42.160><c> depth</c> an effective depth an effective depth and<00:00:44.079><c> effective</c><00:00:44.800><c> widths</c><00:00:45.360><c> equals</c><00:00:45.920><c> to</c><00:00:46.079><c> b</c> and effective widths equals to b and effective widths equals to b this<00:00:47.760><c> section</c><00:00:48.160><c> will</c><00:00:48.320><c> be</c><00:00:48.480><c> subjected</c><00:00:49.039><c> to</c> this section will be subjected to this section will be subjected to bending<00:00:49.680><c> moment</c><00:00:50.160><c> and</c><00:00:50.320><c> this</c><00:00:50.559><c> will</c><00:00:50.719><c> result</c><00:00:51.120><c> in</c> bending moment and this will result in bending moment and this will result in attention<00:00:51.840><c> in</c><00:00:52.000><c> one</c><00:00:52.239><c> side</c><00:00:52.559><c> and</c><00:00:52.719><c> compression</c><00:00:53.280><c> in</c> attention in one side and compression in attention in one side and compression in the<00:00:53.520><c> other</c><00:00:53.840><c> side</c> the other side the other side so<00:00:54.960><c> for</c><00:00:55.199><c> singular</c><00:00:55.680><c> reinforced</c><00:00:56.239><c> rectangular</c> so for singular reinforced rectangular so for singular reinforced rectangular section<00:00:57.360><c> you</c><00:00:57.520><c> have</c><00:00:57.840><c> only</c> section you have only section you have only steer<00:00:59.520><c> reinforcement</c><00:01:00.320><c> in</c><00:01:00.480><c> the</c><00:01:00.640><c> tension</c><00:01:01.039><c> side</c> steer reinforcement in the tension side steer reinforcement in the tension side and<00:01:01.680><c> no</c><00:01:01.920><c> steer</c><00:01:02.239><c> reinforcement</c><00:01:03.120><c> in</c><00:01:03.280><c> the</c> and no steer reinforcement in the and no steer reinforcement in the compression<00:01:04.000><c> side</c> compression side compression side however<00:01:05.519><c> for</c><00:01:05.680><c> the</c><00:01:05.840><c> doubly</c><00:01:06.240><c> reinforced</c> however for the doubly reinforced however for the doubly reinforced rectangular<00:01:07.520><c> section</c><00:01:08.000><c> in</c><00:01:08.240><c> addition</c><00:01:08.720><c> to</c><00:01:08.880><c> the</c> rectangular section in addition to the rectangular section in addition to the steel<00:01:10.080><c> in</c><00:01:10.159><c> the</c><00:01:10.320><c> tension</c><00:01:10.720><c> side</c><00:01:11.119><c> or</c><00:01:11.280><c> tension</c> steel in the tension side or tension steel in the tension side or tension steel steel steel we<00:01:12.960><c> have</c><00:01:13.280><c> also</c><00:01:13.920><c> still</c><00:01:14.240><c> in</c><00:01:14.320><c> the</c><00:01:14.560><c> compression</c> we have also still in the compression we have also still in the compression side<00:01:15.600><c> and</c><00:01:15.680><c> we</c><00:01:15.920><c> call</c><00:01:16.159><c> it</c><00:01:16.640><c> as</c><00:01:17.200><c> dash</c><00:01:17.680><c> or</c> side and we call it as dash or side and we call it as dash or compression<00:01:19.200><c> steel</c> compression steel compression steel within<00:01:20.960><c> this</c><00:01:21.200><c> video</c><00:01:21.600><c> we'll</c><00:01:21.759><c> be</c><00:01:21.920><c> learning</c><00:01:22.400><c> how</c> within this video we'll be learning how within this video we'll be learning how to<00:01:22.799><c> design</c><00:01:23.600><c> singly</c><00:01:24.080><c> reinforced</c><00:01:24.720><c> rectangular</c> to design singly reinforced rectangular to design singly reinforced rectangular section section section and<00:01:27.040><c> then</c><00:01:27.360><c> in</c><00:01:27.439><c> the</c><00:01:27.600><c> coming</c><00:01:28.000><c> video</c><00:01:28.400><c> we'll</c><00:01:28.640><c> be</c> and then in the coming video we'll be and then in the coming video we'll be learning<00:01:29.280><c> about</c><00:01:29.680><c> how</c><00:01:29.920><c> to</c><00:01:30.079><c> design</c><00:01:30.720><c> doubly</c> learning about how to design doubly learning about how to design doubly reinforced<00:01:31.759><c> rectangular</c><00:01:32.960><c> sections</c> reinforced rectangular sections reinforced rectangular sections for<00:01:35.520><c> singular</c><00:01:36.079><c> enforced</c><00:01:36.560><c> rectangular</c> for singular enforced rectangular for singular enforced rectangular section section section as<00:01:38.640><c> usual</c> as usual as usual and and and as<00:01:40.799><c> we</c><00:01:41.040><c> learned</c><00:01:41.360><c> it</c><00:01:41.520><c> in</c><00:01:41.600><c> previous</c><00:01:42.079><c> videos</c><00:01:42.479><c> the</c> as we learned it in previous videos the as we learned it in previous videos the strain<00:01:43.040><c> distribution</c><00:01:43.920><c> is</c><00:01:44.479><c> always</c><00:01:44.960><c> linear</c><00:01:45.439><c> and</c> strain distribution is always linear and strain distribution is always linear and this<00:01:45.759><c> is</c><00:01:45.920><c> showing</c><00:01:46.320><c> the</c><00:01:46.640><c> stress</c><00:01:47.439><c> block</c><00:01:48.240><c> as</c><00:01:48.560><c> the</c> this is showing the stress block as the this is showing the stress block as the ultimate<00:01:49.040><c> limited</c><00:01:49.520><c> state</c> ultimate limited state ultimate limited state according<00:01:50.960><c> to</c><00:01:51.360><c> the</c><00:01:51.680><c> bs</c><00:01:52.399><c> code</c><00:01:52.720><c> the</c><00:01:52.880><c> average</c> according to the bs code the average according to the bs code the average standard standard standard so<00:01:55.119><c> we</c><00:01:55.360><c> have</c><00:01:55.600><c> two</c><00:01:55.840><c> forces</c><00:01:56.399><c> called</c><00:01:56.719><c> the</c><00:01:56.880><c> first</c> so we have two forces called the first so we have two forces called the first force<00:01:57.759><c> in</c><00:01:57.840><c> the</c><00:01:58.000><c> compression</c> force in the compression force in the compression side<00:01:59.840><c> which</c><00:02:00.000><c> is</c><00:02:00.159><c> in</c><00:02:00.240><c> the</c><00:02:00.479><c> concrete</c><00:02:01.040><c> we</c><00:02:01.200><c> called</c> side which is in the concrete we called side which is in the concrete we called f<00:02:02.079><c> sub</c><00:02:02.320><c> cc</c><00:02:03.280><c> and</c><00:02:03.439><c> we</c><00:02:03.600><c> have</c><00:02:03.840><c> attention</c><00:02:04.399><c> force</c><00:02:04.799><c> in</c> f sub cc and we have attention force in f sub cc and we have attention force in the<00:02:05.360><c> steer</c><00:02:05.680><c> reinforcement</c><00:02:06.560><c> called</c><00:02:07.119><c> fst</c> the steer reinforcement called fst the steer reinforcement called fst the<00:02:09.119><c> fcc</c><00:02:10.160><c> as</c><00:02:10.560><c> we</c><00:02:10.720><c> can</c><00:02:10.959><c> get</c><00:02:11.200><c> it</c><00:02:11.360><c> from</c><00:02:11.599><c> the</c><00:02:11.840><c> stress</c> the fcc as we can get it from the stress the fcc as we can get it from the stress multiplied<00:02:13.200><c> by</c><00:02:13.599><c> the</c><00:02:13.840><c> compression</c><00:02:14.480><c> area</c> multiplied by the compression area multiplied by the compression area so<00:02:15.760><c> equals</c><00:02:16.400><c> 0.45</c><00:02:17.599><c> fcu</c><00:02:18.720><c> multiplied</c><00:02:19.440><c> by</c><00:02:19.920><c> b</c> so equals 0.45 fcu multiplied by b so equals 0.45 fcu multiplied by b multiplied<00:02:21.040><c> by</c> multiplied by multiplied by the<00:02:22.239><c> height</c><00:02:22.640><c> here</c><00:02:23.040><c> which</c><00:02:23.280><c> is</c><00:02:23.680><c> called</c><00:02:24.239><c> s</c> the height here which is called s the height here which is called s on<00:02:25.520><c> the</c><00:02:25.680><c> other</c><00:02:26.000><c> hand</c><00:02:26.400><c> the</c><00:02:26.879><c> force</c><00:02:27.280><c> in</c><00:02:27.440><c> the</c> on the other hand the force in the on the other hand the force in the tension<00:02:28.000><c> still</c><00:02:28.560><c> equals</c><00:02:28.959><c> the</c><00:02:29.120><c> stress</c><00:02:29.520><c> in</c><00:02:29.680><c> the</c> tension still equals the stress in the tension still equals the stress in the tension<00:02:30.239><c> steel</c><00:02:30.560><c> multiplied</c><00:02:31.200><c> by</c><00:02:31.360><c> the</c><00:02:31.599><c> area</c><00:02:31.840><c> of</c> tension steel multiplied by the area of tension steel multiplied by the area of the<00:02:32.080><c> tension</c><00:02:32.480><c> steel</c> the tension steel the tension steel usually<00:02:34.239><c> the</c><00:02:34.480><c> stress</c><00:02:35.280><c> will</c><00:02:35.519><c> be</c><00:02:36.239><c> equal</c><00:02:36.720><c> to</c><00:02:36.959><c> 0.95</c> usually the stress will be equal to 0.95 usually the stress will be equal to 0.95 f<00:02:38.319><c> yield</c><00:02:38.800><c> because</c><00:02:39.680><c> the</c><00:02:39.840><c> section</c><00:02:40.239><c> will</c><00:02:40.400><c> be</c> f yield because the section will be f yield because the section will be under<00:02:40.879><c> reinforced</c><00:02:41.599><c> section</c><00:02:42.400><c> and</c><00:02:42.640><c> we</c><00:02:42.879><c> learned</c> under reinforced section and we learned under reinforced section and we learned the<00:02:43.920><c> difference</c><00:02:44.319><c> between</c><00:02:44.879><c> under</c><00:02:45.120><c> reinforces</c> the difference between under reinforces the difference between under reinforces section<00:02:46.080><c> and</c><00:02:46.239><c> over</c><00:02:46.560><c> in</c><00:02:46.640><c> sources</c><00:02:47.120><c> section</c><00:02:47.599><c> in</c> section and over in sources section in section and over in sources section in our<00:02:48.640><c> previous</c><00:02:49.280><c> video</c> our previous video our previous video therefore<00:02:52.080><c> the</c><00:02:52.239><c> steel</c><00:02:52.560><c> will</c><00:02:52.720><c> be</c><00:02:52.879><c> assumed</c><00:02:53.440><c> that</c> therefore the steel will be assumed that therefore the steel will be assumed that it<00:02:53.840><c> will</c><00:02:54.080><c> yield</c><00:02:54.560><c> and</c><00:02:54.879><c> therefore</c><00:02:55.360><c> the</c><00:02:55.599><c> maximum</c> it will yield and therefore the maximum it will yield and therefore the maximum stress<00:02:56.640><c> in</c><00:02:56.800><c> the</c><00:02:56.959><c> steel</c><00:02:57.360><c> will</c><00:02:57.519><c> be</c><00:02:58.159><c> used</c><00:02:58.640><c> which</c> stress in the steel will be used which stress in the steel will be used which is<00:02:59.040><c> 0.95</c><00:03:00.000><c> f</c><00:03:00.480><c> field</c> is 0.95 f field is 0.95 f field now<00:03:02.319><c> if</c><00:03:02.400><c> we</c><00:03:02.560><c> want</c><00:03:02.720><c> to</c><00:03:02.879><c> get</c><00:03:03.040><c> the</c><00:03:03.200><c> capacity</c><00:03:03.680><c> of</c> now if we want to get the capacity of now if we want to get the capacity of that<00:03:04.000><c> section</c><00:03:04.400><c> the</c><00:03:04.560><c> capacity</c><00:03:05.200><c> equals</c><00:03:05.599><c> the</c> that section the capacity equals the that section the capacity equals the compression<00:03:06.800><c> force</c><00:03:07.200><c> times</c><00:03:07.599><c> z</c><00:03:08.000><c> which</c><00:03:08.239><c> is</c><00:03:08.400><c> the</c> compression force times z which is the compression force times z which is the lever<00:03:08.959><c> arm</c><00:03:09.360><c> or</c><00:03:09.680><c> also</c><00:03:10.000><c> equals</c><00:03:10.560><c> the</c><00:03:10.959><c> tension</c> lever arm or also equals the tension lever arm or also equals the tension force<00:03:11.840><c> times</c><00:03:12.640><c> that</c> force times that force times that let's<00:03:13.920><c> work</c><00:03:14.239><c> with</c><00:03:14.400><c> the</c><00:03:14.720><c> first</c><00:03:15.120><c> with</c><00:03:15.360><c> the</c> let's work with the first with the let's work with the first with the compression compression compression the<00:03:16.959><c> moment</c><00:03:17.280><c> from</c><00:03:17.440><c> the</c><00:03:17.599><c> compression</c><00:03:18.159><c> side</c><00:03:19.040><c> f</c><00:03:19.280><c> c</c> the moment from the compression side f c the moment from the compression side f c c<00:03:19.760><c> times</c><00:03:20.239><c> z</c> c times z c times z we<00:03:21.200><c> replace</c><00:03:21.920><c> f</c><00:03:22.159><c> c</c><00:03:22.319><c> c</c><00:03:22.640><c> with</c><00:03:22.879><c> the</c><00:03:22.959><c> values</c><00:03:23.360><c> that</c><00:03:23.519><c> we</c> we replace f c c with the values that we we replace f c c with the values that we have<00:03:23.840><c> it</c><00:03:24.000><c> here</c><00:03:24.239><c> so</c><00:03:24.480><c> we</c><00:03:24.640><c> reach</c><00:03:24.959><c> to</c><00:03:25.120><c> this</c> have it here so we reach to this have it here so we reach to this equation equation equation and<00:03:26.799><c> let's</c><00:03:27.040><c> substitute</c><00:03:28.319><c> s</c> and let's substitute s and let's substitute s by by by two<00:03:30.159><c> times</c><00:03:30.560><c> d</c><00:03:30.720><c> minus</c><00:03:31.120><c> z</c><00:03:31.680><c> from</c><00:03:31.920><c> this</c><00:03:32.239><c> equation</c> two times d minus z from this equation two times d minus z from this equation here<00:03:33.280><c> rearrange</c><00:03:33.920><c> the</c><00:03:34.080><c> equation</c><00:03:34.640><c> and</c><00:03:34.720><c> get</c><00:03:34.959><c> the</c> here rearrange the equation and get the here rearrange the equation and get the s<00:03:35.440><c> so</c><00:03:35.680><c> it</c><00:03:35.760><c> will</c><00:03:35.920><c> be</c><00:03:36.080><c> 2</c><00:03:36.319><c> multiplied</c><00:03:37.360><c> by</c><00:03:37.920><c> d</c><00:03:38.319><c> minus</c> s so it will be 2 multiplied by d minus s so it will be 2 multiplied by d minus z<00:03:39.680><c> substitute</c><00:03:40.480><c> this</c><00:03:40.799><c> into</c><00:03:41.280><c> the</c><00:03:41.440><c> equation</c><00:03:41.920><c> of</c> z substitute this into the equation of z substitute this into the equation of moment<00:03:42.480><c> we</c><00:03:42.640><c> reach</c><00:03:42.959><c> to</c><00:03:43.360><c> this</c><00:03:43.760><c> equation</c> moment we reach to this equation moment we reach to this equation let's<00:03:46.080><c> rearrange</c><00:03:46.640><c> the</c><00:03:46.799><c> equation</c> let's rearrange the equation let's rearrange the equation so<00:03:48.480><c> we'll</c><00:03:48.720><c> take</c><00:03:49.040><c> point</c><00:03:49.360><c> nine</c><00:03:49.680><c> five</c><00:03:50.080><c> f</c><00:03:50.640><c> c</c><00:03:50.799><c> u</c> so we'll take point nine five f c u so we'll take point nine five f c u times<00:03:51.440><c> b</c><00:03:51.760><c> with</c><00:03:52.080><c> down</c><00:03:52.480><c> here</c><00:03:53.280><c> so</c><00:03:53.680><c> m</c><00:03:54.000><c> over</c><00:03:54.400><c> point</c> times b with down here so m over point times b with down here so m over point nine<00:03:55.040><c> f</c><00:03:55.280><c> c</c><00:03:55.439><c> u</c><00:03:55.680><c> times</c><00:03:56.080><c> b</c><00:03:56.319><c> equals</c><00:03:56.959><c> d</c><00:03:57.200><c> times</c><00:03:57.599><c> z</c> nine f c u times b equals d times z nine f c u times b equals d times z minus<00:03:58.319><c> z</c><00:03:58.840><c> square</c><00:03:59.840><c> and</c> minus z square and minus z square and by<00:04:01.120><c> arranging</c><00:04:01.680><c> this</c><00:04:01.920><c> equation</c><00:04:02.560><c> we</c> by arranging this equation we by arranging this equation we can can can and<00:04:04.560><c> dividing</c><00:04:05.120><c> both</c><00:04:05.439><c> sides</c><00:04:05.760><c> of</c><00:04:05.920><c> the</c><00:04:06.080><c> equation</c> and dividing both sides of the equation and dividing both sides of the equation by by by d<00:04:08.720><c> square</c><00:04:09.360><c> so</c><00:04:09.680><c> we'll</c><00:04:09.920><c> divide</c><00:04:10.799><c> by</c><00:04:11.040><c> d</c><00:04:11.280><c> square</c><00:04:11.840><c> so</c> d square so we'll divide by d square so d square so we'll divide by d square so m<00:04:12.560><c> over</c><00:04:12.879><c> 0.95</c><00:04:13.760><c> f</c><00:04:14.080><c> c</c><00:04:14.239><c> u</c><00:04:14.480><c> b</c> m over 0.95 f c u b m over 0.95 f c u b d<00:04:15.599><c> square</c><00:04:16.160><c> equals</c> d square equals d square equals z<00:04:17.600><c> over</c><00:04:17.840><c> d</c><00:04:18.239><c> minus</c><00:04:18.639><c> z</c><00:04:18.959><c> over</c><00:04:19.199><c> d</c><00:04:19.680><c> total</c><00:04:20.160><c> square</c> z over d minus z over d total square z over d minus z over d total square this<00:04:22.880><c> equation</c><00:04:23.440><c> is</c><00:04:23.680><c> a</c><00:04:23.840><c> quadratic</c><00:04:24.479><c> equation</c> this equation is a quadratic equation this equation is a quadratic equation and<00:04:25.520><c> that</c><00:04:26.080><c> and</c><00:04:26.240><c> to</c><00:04:26.400><c> make</c><00:04:26.639><c> it</c><00:04:26.880><c> easier</c><00:04:27.280><c> we</c><00:04:27.440><c> will</c> and that and to make it easier we will and that and to make it easier we will take<00:04:27.919><c> the</c><00:04:28.160><c> value</c><00:04:28.479><c> of</c><00:04:28.800><c> m</c><00:04:29.280><c> over</c><00:04:29.759><c> fcu</c><00:04:30.560><c> bd</c><00:04:30.960><c> square</c> take the value of m over fcu bd square take the value of m over fcu bd square and<00:04:31.600><c> we</c><00:04:31.759><c> get</c><00:04:32.000><c> it</c><00:04:32.240><c> give</c><00:04:32.479><c> it</c><00:04:32.639><c> a</c><00:04:32.800><c> letter</c><00:04:33.199><c> k</c> and we get it give it a letter k and we get it give it a letter k so<00:04:34.240><c> let's</c><00:04:34.400><c> substitute</c><00:04:35.280><c> this</c><00:04:35.600><c> part</c><00:04:35.919><c> by</c><00:04:36.160><c> the</c> so let's substitute this part by the so let's substitute this part by the letter<00:04:36.720><c> k</c><00:04:37.360><c> and</c><00:04:37.919><c> we</c><00:04:38.160><c> will</c><00:04:38.400><c> arrange</c><00:04:38.880><c> the</c> letter k and we will arrange the letter k and we will arrange the equation<00:04:39.600><c> so</c><00:04:39.919><c> k</c><00:04:40.240><c> over</c><00:04:40.560><c> 0.9</c><00:04:41.360><c> equals</c><00:04:41.840><c> z</c><00:04:42.240><c> over</c><00:04:42.560><c> d</c> equation so k over 0.9 equals z over d equation so k over 0.9 equals z over d minus<00:04:43.440><c> z</c><00:04:43.759><c> over</c><00:04:44.080><c> d</c><00:04:44.320><c> square</c> minus z over d square minus z over d square this<00:04:45.440><c> is</c><00:04:45.600><c> a</c><00:04:45.680><c> quadratic</c><00:04:46.240><c> equation</c><00:04:46.800><c> and</c><00:04:46.960><c> that</c><00:04:47.600><c> it</c> this is a quadratic equation and that it this is a quadratic equation and that it can<00:04:47.919><c> be</c><00:04:48.160><c> solved</c><00:04:48.720><c> and</c><00:04:49.280><c> from</c><00:04:49.520><c> the</c><00:04:49.680><c> solution</c> can be solved and from the solution can be solved and from the solution we'll<00:04:50.479><c> be</c><00:04:50.720><c> able</c><00:04:50.960><c> to</c><00:04:51.360><c> get</c><00:04:51.759><c> the</c><00:04:51.919><c> value</c><00:04:52.400><c> of</c><00:04:52.560><c> the</c><00:04:52.960><c> z</c> we'll be able to get the value of the z we'll be able to get the value of the z and<00:04:53.840><c> z</c><00:04:54.320><c> just</c><00:04:54.560><c> not</c><00:04:54.800><c> to</c><00:04:54.960><c> forget</c><00:04:55.440><c> is</c><00:04:55.600><c> the</c><00:04:55.759><c> river</c> and z just not to forget is the river and z just not to forget is the river arm<00:04:56.479><c> between</c><00:04:56.960><c> the</c><00:04:57.199><c> compression</c><00:04:58.160><c> and</c><00:04:58.400><c> the</c> arm between the compression and the arm between the compression and the tension<00:04:59.040><c> force</c><00:04:59.360><c> and</c><00:04:59.440><c> the</c><00:04:59.600><c> cross</c><00:04:59.919><c> section</c><00:05:00.639><c> this</c> tension force and the cross section this tension force and the cross section this z<00:05:01.199><c> we</c><00:05:01.360><c> can</c><00:05:01.600><c> get</c><00:05:01.759><c> it</c><00:05:01.919><c> from</c><00:05:02.080><c> this</c><00:05:02.400><c> equation</c><00:05:02.960><c> by</c> z we can get it from this equation by z we can get it from this equation by solving<00:05:04.160><c> this</c><00:05:04.400><c> quadratic</c><00:05:05.120><c> equation</c><00:05:05.759><c> z</c><00:05:06.080><c> equals</c> solving this quadratic equation z equals solving this quadratic equation z equals d<00:05:06.960><c> multiplied</c><00:05:07.759><c> by</c><00:05:08.320><c> 0.5</c><00:05:08.960><c> plus</c><00:05:09.280><c> square</c><00:05:09.600><c> root</c><00:05:09.840><c> of</c> d multiplied by 0.5 plus square root of d multiplied by 0.5 plus square root of 0.25<00:05:10.880><c> minus</c><00:05:11.280><c> k</c><00:05:11.600><c> over</c><00:05:11.919><c> 0.9</c><00:05:12.960><c> and</c><00:05:13.199><c> don't</c><00:05:13.440><c> forget</c> 0.25 minus k over 0.9 and don't forget 0.25 minus k over 0.9 and don't forget that<00:05:14.160><c> the</c><00:05:14.320><c> k</c><00:05:14.560><c> value</c><00:05:14.960><c> equals</c><00:05:15.520><c> m</c><00:05:15.840><c> over</c><00:05:16.240><c> fcu</c><00:05:17.199><c> b</c><00:05:17.600><c> d</c> that the k value equals m over fcu b d that the k value equals m over fcu b d square square square and<00:05:20.560><c> finally</c><00:05:21.120><c> to</c><00:05:21.360><c> be</c><00:05:21.520><c> able</c><00:05:21.840><c> to</c><00:05:22.000><c> get</c><00:05:22.240><c> the</c> and finally to be able to get the and finally to be able to get the capacity<00:05:23.840><c> of</c><00:05:23.919><c> the</c><00:05:24.080><c> section</c><00:05:24.560><c> we</c><00:05:24.720><c> can</c><00:05:24.960><c> get</c><00:05:25.120><c> it</c> capacity of the section we can get it capacity of the section we can get it from from from this<00:05:27.120><c> part</c><00:05:27.600><c> again</c><00:05:28.080><c> m</c><00:05:28.400><c> equals</c><00:05:28.880><c> fst</c><00:05:29.680><c> times</c><00:05:30.000><c> z</c> this part again m equals fst times z this part again m equals fst times z from<00:05:31.360><c> this</c><00:05:31.680><c> equation</c><00:05:32.160><c> we'll</c><00:05:32.320><c> be</c><00:05:32.560><c> able</c><00:05:32.800><c> to</c><00:05:32.960><c> get</c> from this equation we'll be able to get from this equation we'll be able to get the<00:05:33.360><c> area</c><00:05:33.600><c> of</c><00:05:33.759><c> the</c><00:05:33.919><c> steel</c><00:05:34.320><c> how</c><00:05:34.479><c> we</c><00:05:34.639><c> can</c><00:05:34.800><c> we</c><00:05:34.960><c> do</c> the area of the steel how we can we do the area of the steel how we can we do that that that we<00:05:36.320><c> are</c><00:05:36.479><c> going</c><00:05:36.639><c> to</c><00:05:36.800><c> replace</c><00:05:37.199><c> the</c><00:05:37.360><c> effect</c><00:05:38.160><c> by</c> we are going to replace the effect by we are going to replace the effect by the<00:05:38.639><c> value</c><00:05:39.039><c> 0.95</c><00:05:40.000><c> fpl</c><00:05:40.720><c> times</c><00:05:41.120><c> ast</c> the value 0.95 fpl times ast the value 0.95 fpl times ast multiplied<00:05:42.960><c> by</c><00:05:43.199><c> z</c><00:05:43.840><c> and</c><00:05:44.080><c> rearrange</c><00:05:44.720><c> the</c> multiplied by z and rearrange the multiplied by z and rearrange the equation<00:05:45.360><c> you</c><00:05:45.440><c> can</c><00:05:45.680><c> calculate</c><00:05:46.160><c> jst</c><00:05:46.880><c> from</c><00:05:47.039><c> this</c> equation you can calculate jst from this equation you can calculate jst from this equation<00:05:47.919><c> equals</c><00:05:48.320><c> to</c><00:05:48.639><c> m</c><00:05:49.280><c> the</c><00:05:49.759><c> moment</c><00:05:50.320><c> ultimate</c> equation equals to m the moment ultimate equation equals to m the moment ultimate moment<00:05:51.120><c> on</c><00:05:51.199><c> the</c><00:05:51.360><c> section</c><00:05:52.080><c> divided</c><00:05:52.560><c> by</c><00:05:52.800><c> 0.95</c><00:05:53.600><c> f</c> moment on the section divided by 0.95 f moment on the section divided by 0.95 f field<00:05:54.639><c> times</c><00:05:55.360><c> z</c> field times z field times z so<00:05:56.880><c> the</c><00:05:57.120><c> three</c><00:05:57.600><c> steps</c><00:05:58.240><c> that</c><00:05:58.400><c> we</c><00:05:58.560><c> can</c><00:05:58.800><c> use</c><00:05:59.120><c> to</c> so the three steps that we can use to so the three steps that we can use to design design design uh<00:06:01.199><c> reinforced</c><00:06:01.840><c> concrete</c><00:06:02.319><c> rectangular</c> uh reinforced concrete rectangular uh reinforced concrete rectangular section<00:06:03.440><c> or</c><00:06:03.680><c> singly</c><00:06:04.240><c> reinforced</c><00:06:04.960><c> concrete</c> section or singly reinforced concrete section or singly reinforced concrete rectangular<00:06:06.000><c> section</c><00:06:06.400><c> we</c><00:06:06.560><c> calculate</c><00:06:07.039><c> the</c><00:06:07.199><c> k</c> rectangular section we calculate the k rectangular section we calculate the k then<00:06:08.160><c> we</c><00:06:08.319><c> calculate</c><00:06:08.800><c> z</c><00:06:09.120><c> and</c><00:06:09.280><c> then</c><00:06:09.440><c> we</c> then we calculate z and then we then we calculate z and then we calculate<00:06:10.080><c> the</c><00:06:10.639><c> area</c><00:06:11.440><c> still</c> calculate the area still calculate the area still now<00:06:13.199><c> to</c><00:06:13.360><c> decide</c><00:06:13.919><c> if</c><00:06:14.160><c> the</c><00:06:14.639><c> section</c><00:06:15.360><c> will</c><00:06:15.520><c> be</c><00:06:15.759><c> a</c> now to decide if the section will be a now to decide if the section will be a singly<00:06:16.479><c> or</c><00:06:16.639><c> double</c><00:06:16.960><c> reinforced</c><00:06:17.600><c> rectangular</c> singly or double reinforced rectangular singly or double reinforced rectangular section<00:06:18.639><c> do</c><00:06:18.800><c> we</c><00:06:18.880><c> need</c><00:06:19.120><c> compression</c><00:06:19.680><c> steel</c><00:06:20.160><c> or</c> section do we need compression steel or section do we need compression steel or we<00:06:21.039><c> don't</c><00:06:21.280><c> need</c><00:06:21.520><c> compression</c><00:06:22.080><c> steel</c><00:06:22.479><c> we</c><00:06:22.639><c> can</c> we don't need compression steel we can we don't need compression steel we can do<00:06:23.039><c> that</c><00:06:23.680><c> by</c><00:06:24.319><c> getting</c><00:06:24.720><c> something</c><00:06:25.199><c> called</c><00:06:25.440><c> the</c> do that by getting something called the do that by getting something called the maximum<00:06:26.080><c> moment</c><00:06:26.560><c> of</c><00:06:26.720><c> capacity</c><00:06:27.360><c> of</c><00:06:27.680><c> a</c><00:06:28.240><c> singly</c> maximum moment of capacity of a singly maximum moment of capacity of a singly reinforced<00:06:29.440><c> rectangular</c><00:06:30.080><c> section</c> reinforced rectangular section reinforced rectangular section the<00:06:31.199><c> bs</c><00:06:31.759><c> code</c><00:06:32.479><c> is</c><00:06:32.720><c> limiting</c><00:06:33.199><c> the</c><00:06:33.360><c> neutral</c><00:06:33.840><c> axis</c> the bs code is limiting the neutral axis the bs code is limiting the neutral axis x x x equals<00:06:37.479><c> 2.5</c><00:06:38.479><c> d</c> equals 2.5 d equals 2.5 d to<00:06:39.440><c> ensure</c><00:06:40.080><c> a</c><00:06:40.400><c> tension</c><00:06:40.880><c> failure</c><00:06:41.520><c> the</c><00:06:41.680><c> code</c><00:06:42.000><c> is</c> to ensure a tension failure the code is to ensure a tension failure the code is saying<00:06:42.479><c> that</c><00:06:42.880><c> the</c><00:06:43.039><c> value</c><00:06:43.440><c> of</c><00:06:43.600><c> x</c><00:06:44.080><c> shouldn't</c> saying that the value of x shouldn't saying that the value of x shouldn't exceed<00:06:45.240><c> 0.5</c><00:06:46.240><c> d</c><00:06:46.479><c> so</c><00:06:46.720><c> let's</c><00:06:47.039><c> substitute</c> exceed 0.5 d so let's substitute exceed 0.5 d so let's substitute the<00:06:48.720><c> x</c><00:06:49.280><c> by</c><00:06:49.599><c> 0.5</c><00:06:50.400><c> d</c><00:06:51.039><c> so</c><00:06:51.520><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> know</c><00:06:52.160><c> that</c><00:06:52.400><c> equals</c> the x by 0.5 d so as we know that equals the x by 0.5 d so as we know that equals d<00:06:53.039><c> minus</c><00:06:53.440><c> s</c><00:06:53.680><c> over</c><00:06:54.080><c> 2</c> d minus s over 2 d minus s over 2 let's let's let's substitute<00:06:57.199><c> the</c><00:06:57.440><c> s</c><00:06:57.759><c> by</c><00:06:58.000><c> 0.9</c><00:06:58.639><c> x</c><00:06:59.039><c> and</c><00:06:59.280><c> now</c><00:06:59.440><c> we</c> substitute the s by 0.9 x and now we substitute the s by 0.9 x and now we replace<00:07:00.080><c> the</c><00:07:00.319><c> x</c> replace the x replace the x with<00:07:01.520><c> 0.5</c><00:07:02.240><c> d</c><00:07:02.560><c> so</c><00:07:02.960><c> the</c><00:07:03.120><c> z</c><00:07:03.440><c> in</c><00:07:03.599><c> this</c><00:07:03.840><c> case</c><00:07:04.240><c> it</c><00:07:04.400><c> will</c> with 0.5 d so the z in this case it will with 0.5 d so the z in this case it will be be be 0.775<00:07:06.400><c> d</c> 0.775 d 0.775 d okay<00:07:08.160><c> so</c> okay so okay so hence<00:07:09.680><c> the</c><00:07:09.840><c> maximum</c><00:07:10.319><c> moment</c><00:07:10.639><c> of</c><00:07:10.800><c> resistance</c> hence the maximum moment of resistance hence the maximum moment of resistance of<00:07:11.360><c> the</c><00:07:11.440><c> section</c><00:07:12.000><c> will</c><00:07:12.240><c> be</c> of the section will be of the section will be 0.45<00:07:14.319><c> fcu</c><00:07:15.039><c> times</c><00:07:15.440><c> b</c><00:07:15.759><c> times</c><00:07:16.319><c> s</c><00:07:16.560><c> times</c><00:07:16.960><c> it</c> 0.45 fcu times b times s times it 0.45 fcu times b times s times it now<00:07:18.479><c> the</c><00:07:18.880><c> s</c><00:07:19.280><c> will</c><00:07:19.440><c> be</c><00:07:19.599><c> replaced</c><00:07:20.240><c> by</c> now the s will be replaced by now the s will be replaced by 0.45<00:07:22.080><c> t</c><00:07:22.319><c> which</c><00:07:22.560><c> is</c><00:07:22.720><c> 0.9</c><00:07:23.520><c> x</c><00:07:23.919><c> and</c><00:07:24.240><c> x</c><00:07:24.560><c> is</c><00:07:24.720><c> 0.5</c><00:07:25.440><c> d</c> 0.45 t which is 0.9 x and x is 0.5 d 0.45 t which is 0.9 x and x is 0.5 d so<00:07:26.720><c> it</c><00:07:26.800><c> will</c><00:07:26.960><c> be</c><00:07:27.199><c> 0.45</c><00:07:28.479><c> d</c> so it will be 0.45 d so it will be 0.45 d and and and also<00:07:31.199><c> we</c><00:07:31.360><c> replace</c><00:07:31.759><c> the</c><00:07:31.919><c> z</c><00:07:32.240><c> by</c><00:07:32.479><c> point</c><00:07:32.800><c> seven</c> also we replace the z by point seven also we replace the z by point seven seven<00:07:33.440><c> five</c><00:07:33.840><c> d</c><00:07:34.160><c> into</c><00:07:34.479><c> this</c><00:07:34.720><c> equation</c> seven five d into this equation seven five d into this equation therefore<00:07:36.319><c> we</c><00:07:36.479><c> can</c><00:07:36.639><c> get</c><00:07:36.880><c> the</c><00:07:37.440><c> m</c><00:07:37.840><c> maximum</c> therefore we can get the m maximum therefore we can get the m maximum equals<00:07:39.840><c> point</c><00:07:40.160><c> one</c><00:07:40.400><c> five</c><00:07:41.120><c> six</c><00:07:41.520><c> f</c><00:07:41.840><c> c</c><00:07:42.080><c> u</c><00:07:42.319><c> b</c><00:07:42.479><c> d</c> equals point one five six f c u b d equals point one five six f c u b d square<00:07:43.360><c> the</c><00:07:43.599><c> value</c><00:07:44.080><c> of</c><00:07:44.240><c> 0.156</c><00:07:45.520><c> will</c><00:07:45.680><c> give</c><00:07:45.919><c> it</c> square the value of 0.156 will give it square the value of 0.156 will give it the<00:07:46.720><c> letter</c><00:07:47.199><c> k</c><00:07:47.759><c> dash</c> the letter k dash the letter k dash so<00:07:48.960><c> therefore</c><00:07:49.440><c> the</c><00:07:49.680><c> k</c><00:07:49.840><c> dash</c><00:07:50.319><c> equals</c><00:07:50.879><c> m</c><00:07:51.199><c> maximum</c> so therefore the k dash equals m maximum so therefore the k dash equals m maximum divided<00:07:52.319><c> by</c><00:07:52.639><c> f</c><00:07:52.960><c> c</c><00:07:53.120><c> u</c><00:07:53.280><c> v</c><00:07:53.520><c> d</c><00:07:53.680><c> square</c><00:07:54.319><c> and</c><00:07:54.639><c> it</c><00:07:54.800><c> will</c> divided by f c u v d square and it will divided by f c u v d square and it will equal equal equal five 2.156 five 2.156 five 2.156 what<00:07:58.879><c> is</c><00:07:59.039><c> this</c><00:07:59.680><c> k</c><00:07:59.919><c> dash</c><00:08:00.479><c> this</c><00:08:00.720><c> k</c><00:08:00.960><c> dash</c><00:08:01.360><c> is</c><00:08:01.520><c> a</c> what is this k dash this k dash is a what is this k dash this k dash is a factor factor factor by<00:08:02.960><c> using</c><00:08:03.440><c> this</c><00:08:04.160><c> uh</c> by using this uh by using this uh checking<00:08:05.440><c> the</c><00:08:06.080><c> k</c><00:08:06.479><c> in</c><00:08:06.560><c> the</c><00:08:06.800><c> equation</c><00:08:07.759><c> we</c><00:08:07.919><c> will</c> checking the k in the equation we will checking the k in the equation we will be<00:08:08.400><c> able</c><00:08:08.639><c> to</c> be able to be able to know<00:08:10.080><c> if</c><00:08:10.400><c> the</c><00:08:10.720><c> section</c><00:08:11.199><c> will</c><00:08:11.360><c> be</c><00:08:11.520><c> singly</c><00:08:12.000><c> or</c> know if the section will be singly or know if the section will be singly or double<00:08:12.479><c> reinforces</c><00:08:13.120><c> section</c><00:08:14.000><c> so</c><00:08:14.240><c> the</c> double reinforces section so the double reinforces section so the limiting<00:08:14.960><c> value</c><00:08:15.280><c> of</c><00:08:15.520><c> k</c><00:08:15.680><c> for</c><00:08:15.919><c> a</c><00:08:16.000><c> singularium</c> limiting value of k for a singularium limiting value of k for a singularium forced<00:08:17.039><c> rectangular</c><00:08:17.680><c> section</c><00:08:18.240><c> is</c><00:08:18.400><c> this</c><00:08:18.720><c> k</c> forced rectangular section is this k forced rectangular section is this k dash<00:08:19.599><c> and</c><00:08:19.919><c> it</c><00:08:20.080><c> equals</c><00:08:20.639><c> 0.156</c> dash and it equals 0.156 dash and it equals 0.156 therefore therefore therefore if<00:08:23.919><c> you</c><00:08:24.080><c> calculated</c><00:08:24.720><c> the</c><00:08:24.879><c> k</c><00:08:25.520><c> which</c><00:08:25.759><c> is</c><00:08:26.240><c> equal</c> if you calculated the k which is equal if you calculated the k which is equal to<00:08:26.960><c> the</c><00:08:27.360><c> moment</c><00:08:27.840><c> divided</c><00:08:28.400><c> by</c><00:08:28.879><c> f</c><00:08:29.120><c> c</c><00:08:29.360><c> u</c><00:08:29.520><c> v</c><00:08:29.680><c> d</c> to the moment divided by f c u v d to the moment divided by f c u v d square<00:08:30.240><c> and</c><00:08:30.400><c> you</c><00:08:30.560><c> found</c><00:08:30.879><c> that</c><00:08:31.120><c> z</c><00:08:31.360><c> k</c><00:08:32.000><c> is</c><00:08:32.159><c> greater</c> square and you found that z k is greater square and you found that z k is greater than<00:08:33.200><c> k</c><00:08:33.519><c> dash</c><00:08:34.240><c> which</c><00:08:34.479><c> is</c><00:08:34.640><c> 0.156</c> than k dash which is 0.156 than k dash which is 0.156 this<00:08:36.959><c> means</c><00:08:37.360><c> that</c><00:08:37.760><c> compression</c> this means that compression this means that compression reinforcement<00:08:39.039><c> will</c><00:08:39.279><c> be</c><00:08:39.440><c> required</c><00:08:40.240><c> to</c> reinforcement will be required to reinforcement will be required to prevent prevent prevent concrete<00:08:42.479><c> crushing</c> concrete crushing concrete crushing so<00:08:43.760><c> we</c><00:08:44.000><c> calculate</c><00:08:44.560><c> k</c> so we calculate k so we calculate k equals<00:08:46.000><c> m</c><00:08:46.320><c> over</c><00:08:46.800><c> f</c><00:08:47.120><c> c</c><00:08:47.279><c> u</c><00:08:47.440><c> v</c><00:08:47.600><c> d</c><00:08:47.760><c> square</c><00:08:48.240><c> and</c><00:08:48.399><c> we</c> equals m over f c u v d square and we equals m over f c u v d square and we compare<00:08:48.959><c> it</c><00:08:49.040><c> with</c><00:08:49.279><c> the</c> compare it with the compare it with the 0.156<00:08:51.040><c> or</c><00:08:51.279><c> the</c><00:08:51.440><c> k</c><00:08:51.600><c> dash</c><00:08:52.320><c> if</c><00:08:52.480><c> the</c><00:08:52.640><c> k</c><00:08:52.880><c> is</c><00:08:52.959><c> greater</c> 0.156 or the k dash if the k is greater 0.156 or the k dash if the k is greater than<00:08:53.800><c> 0.156</c><00:08:55.200><c> it</c><00:08:55.360><c> means</c><00:08:55.680><c> compression</c> than 0.156 it means compression than 0.156 it means compression reinforcement<00:08:56.800><c> will</c><00:08:57.040><c> be</c><00:08:57.519><c> required</c> reinforcement will be required reinforcement will be required if<00:08:59.040><c> it</c><00:08:59.200><c> is</c><00:08:59.360><c> less</c><00:08:59.600><c> than</c><00:08:59.839><c> 0.156</c> if it is less than 0.156 if it is less than 0.156 no<00:09:01.839><c> compression</c><00:09:02.320><c> steel</c><00:09:02.640><c> would</c><00:09:02.800><c> be</c><00:09:02.959><c> required</c> no compression steel would be required no compression steel would be required and<00:09:03.680><c> then</c><00:09:03.920><c> we</c><00:09:04.080><c> design</c><00:09:04.480><c> it</c><00:09:04.720><c> as</c><00:09:04.959><c> a</c><00:09:05.040><c> single</c> and then we design it as a single and then we design it as a single reinforced<00:09:06.080><c> rectangular</c><00:09:06.720><c> section</c> reinforced rectangular section reinforced rectangular section now<00:09:08.240><c> let's</c><00:09:08.640><c> go</c><00:09:08.880><c> to</c> now let's go to now let's go to clear<00:09:10.080><c> steps</c><00:09:10.560><c> of</c><00:09:10.800><c> the</c><00:09:11.120><c> design</c><00:09:11.680><c> of</c><00:09:11.839><c> singularium</c> clear steps of the design of singularium clear steps of the design of singularium forced<00:09:12.880><c> rectangular</c><00:09:13.519><c> section</c> forced rectangular section forced rectangular section what<00:09:14.720><c> is</c><00:09:14.880><c> given</c><00:09:15.200><c> to</c><00:09:15.440><c> you</c><00:09:15.760><c> it</c><00:09:15.920><c> will</c><00:09:16.080><c> be</c> what is given to you it will be what is given to you it will be dimensions<00:09:16.880><c> of</c><00:09:17.440><c> the</c><00:09:17.600><c> cross</c><00:09:17.839><c> section</c> dimensions of the cross section dimensions of the cross section or or or even<00:09:20.160><c> if</c><00:09:20.320><c> you</c><00:09:20.480><c> don't</c><00:09:20.640><c> have</c><00:09:20.880><c> dimensions</c><00:09:21.519><c> you</c> even if you don't have dimensions you even if you don't have dimensions you can<00:09:21.839><c> assume</c><00:09:22.399><c> dimension</c><00:09:23.200><c> based</c><00:09:23.600><c> on</c> can assume dimension based on can assume dimension based on some some some information<00:09:25.839><c> from</c> information from information from the<00:09:26.880><c> code</c> the code the code fccu<00:09:29.360><c> a</c><00:09:29.600><c> field</c><00:09:30.399><c> and</c><00:09:30.800><c> also</c><00:09:31.200><c> m</c><00:09:31.519><c> alternates</c> fccu a field and also m alternates fccu a field and also m alternates ultimate<00:09:32.480><c> moment</c><00:09:32.880><c> or</c><00:09:33.040><c> in</c><00:09:33.200><c> some</c><00:09:33.440><c> cases</c><00:09:33.839><c> you</c><00:09:33.920><c> may</c> ultimate moment or in some cases you may ultimate moment or in some cases you may have<00:09:34.399><c> a</c><00:09:34.560><c> problem</c><00:09:34.959><c> with</c> have a problem with have a problem with a<00:09:36.160><c> beam</c><00:09:36.560><c> with</c><00:09:36.959><c> a</c><00:09:37.519><c> load</c><00:09:37.920><c> so</c><00:09:38.160><c> from</c><00:09:38.399><c> the</c><00:09:38.560><c> load</c><00:09:38.959><c> we</c> a beam with a load so from the load we a beam with a load so from the load we can<00:09:39.279><c> use</c><00:09:39.519><c> some</c><00:09:39.760><c> structural</c><00:09:40.160><c> analysis</c> can use some structural analysis can use some structural analysis equations<00:09:41.760><c> to</c> equations to equations to design<00:09:43.040><c> or</c><00:09:43.200><c> to</c><00:09:43.440><c> calculate</c><00:09:43.920><c> for</c><00:09:44.080><c> the</c><00:09:44.399><c> moment</c><00:09:44.880><c> m</c> design or to calculate for the moment m design or to calculate for the moment m ultimate<00:09:45.680><c> so</c><00:09:46.240><c> at</c><00:09:46.399><c> the</c><00:09:46.640><c> end</c><00:09:46.800><c> do</c><00:09:46.880><c> we</c><00:09:47.040><c> have</c><00:09:47.279><c> m</c> ultimate so at the end do we have m ultimate so at the end do we have m ultimate<00:09:47.920><c> we</c><00:09:48.000><c> have</c><00:09:48.240><c> fcu</c><00:09:48.880><c> we</c><00:09:49.040><c> have</c><00:09:49.200><c> a</c><00:09:49.200><c> field</c> ultimate we have fcu we have a field ultimate we have fcu we have a field dimension<00:09:50.720><c> that</c><00:09:50.880><c> will</c><00:09:51.040><c> be</c><00:09:51.200><c> given</c><00:09:51.600><c> or</c><00:09:51.920><c> you</c><00:09:52.080><c> can</c> dimension that will be given or you can dimension that will be given or you can assume<00:09:52.800><c> it</c><00:09:53.279><c> and</c><00:09:53.440><c> then</c><00:09:54.000><c> the</c><00:09:54.160><c> required</c><00:09:54.959><c> it</c><00:09:55.120><c> will</c> assume it and then the required it will assume it and then the required it will be<00:09:55.519><c> the</c><00:09:55.760><c> area</c><00:09:56.240><c> steel</c><00:09:56.959><c> the</c><00:09:57.120><c> area</c><00:09:57.519><c> steel</c><00:09:58.080><c> is</c> be the area steel the area steel is be the area steel the area steel is unknown<00:09:59.600><c> and</c><00:09:59.839><c> we</c><00:10:00.000><c> need</c><00:10:00.160><c> to</c><00:10:00.320><c> calculate</c><00:10:01.279><c> it</c><00:10:01.440><c> is</c> unknown and we need to calculate it is unknown and we need to calculate it is very<00:10:01.920><c> easy</c> very easy very easy steps<00:10:03.680><c> so</c><00:10:04.000><c> let's</c> steps so let's steps so let's see<00:10:05.200><c> the</c><00:10:05.360><c> steps</c><00:10:05.760><c> one</c><00:10:06.000><c> by</c><00:10:06.160><c> one</c><00:10:06.480><c> the</c><00:10:06.640><c> first</c><00:10:07.040><c> step</c> see the steps one by one the first step see the steps one by one the first step is<00:10:07.440><c> to</c><00:10:07.600><c> calculate</c><00:10:08.079><c> the</c><00:10:08.240><c> k</c> is to calculate the k is to calculate the k k<00:10:09.600><c> equals</c><00:10:10.160><c> m</c><00:10:10.480><c> ultimate</c><00:10:10.959><c> divided</c><00:10:11.519><c> by</c><00:10:11.839><c> f</c><00:10:12.160><c> c</c><00:10:12.399><c> u</c><00:10:12.640><c> b</c><00:10:12.800><c> d</c> k equals m ultimate divided by f c u b d k equals m ultimate divided by f c u b d square square square and<00:10:14.160><c> all</c><00:10:14.399><c> units</c><00:10:14.800><c> here</c><00:10:15.120><c> should</c><00:10:15.279><c> be</c><00:10:15.519><c> in</c><00:10:15.680><c> newton</c> and all units here should be in newton and all units here should be in newton and<00:10:16.240><c> millimeter</c><00:10:16.959><c> so</c><00:10:17.120><c> if</c><00:10:17.279><c> the</c><00:10:17.440><c> moment</c><00:10:17.839><c> is</c><00:10:18.000><c> given</c> and millimeter so if the moment is given and millimeter so if the moment is given by<00:10:18.480><c> kilo</c><00:10:18.800><c> newton</c><00:10:19.120><c> meter</c><00:10:19.519><c> it</c><00:10:19.600><c> should</c><00:10:19.760><c> be</c> by kilo newton meter it should be by kilo newton meter it should be multiplied<00:10:20.560><c> by</c><00:10:20.720><c> 10</c><00:10:20.880><c> to</c><00:10:21.040><c> power</c><00:10:21.360><c> 6</c><00:10:21.680><c> to</c><00:10:21.920><c> change</c><00:10:22.160><c> it</c> multiplied by 10 to power 6 to change it multiplied by 10 to power 6 to change it to<00:10:22.399><c> near</c><00:10:22.640><c> 10</c><00:10:22.800><c> millimeter</c> to near 10 millimeter to near 10 millimeter once<00:10:25.519><c> we</c><00:10:25.680><c> calculated</c><00:10:26.480><c> the</c><00:10:26.640><c> k</c><00:10:27.120><c> we</c><00:10:27.440><c> will</c><00:10:27.839><c> check</c> once we calculated the k we will check once we calculated the k we will check if<00:10:28.399><c> the</c><00:10:28.560><c> k</c><00:10:28.880><c> is</c><00:10:29.040><c> less</c><00:10:29.200><c> than</c><00:10:29.440><c> or</c><00:10:29.680><c> equal</c><00:10:30.079><c> to</c> if the k is less than or equal to if the k is less than or equal to which<00:10:31.839><c> is</c><00:10:32.000><c> the</c><00:10:32.160><c> key</c><00:10:32.399><c> dash</c><00:10:32.800><c> limit</c> which is the key dash limit which is the key dash limit so<00:10:34.640><c> if</c><00:10:34.880><c> it</c><00:10:34.959><c> is</c><00:10:35.120><c> less</c><00:10:35.360><c> than</c><00:10:35.600><c> that</c><00:10:35.839><c> one</c><00:10:36.160><c> it</c><00:10:36.320><c> means</c> so if it is less than that one it means so if it is less than that one it means single<00:10:36.959><c> reinforced</c><00:10:37.680><c> section</c><00:10:38.320><c> no</c><00:10:38.560><c> compression</c> single reinforced section no compression single reinforced section no compression still still still and<00:10:40.480><c> we</c><00:10:40.640><c> can</c><00:10:40.880><c> go</c><00:10:41.040><c> to</c><00:10:41.200><c> step</c><00:10:41.519><c> number</c><00:10:42.160><c> two</c> and we can go to step number two and we can go to step number two directly<00:10:43.519><c> and</c><00:10:44.160><c> in</c><00:10:44.320><c> the</c><00:10:44.560><c> other</c> directly and in the other directly and in the other case<00:10:45.839><c> if</c><00:10:46.000><c> the</c><00:10:46.160><c> k</c><00:10:46.399><c> is</c><00:10:46.480><c> greater</c><00:10:46.880><c> than</c><00:10:47.240><c> 0.156</c><00:10:48.320><c> it</c> case if the k is greater than 0.156 it case if the k is greater than 0.156 it means<00:10:48.959><c> it</c><00:10:49.040><c> will</c><00:10:49.200><c> be</c><00:10:49.440><c> a</c><00:10:49.519><c> double</c><00:10:49.839><c> reinforced</c> means it will be a double reinforced means it will be a double reinforced rectangular<00:10:51.040><c> section</c><00:10:51.760><c> and</c><00:10:51.920><c> we</c><00:10:52.079><c> need</c> rectangular section and we need rectangular section and we need compression<00:10:52.880><c> steel</c><00:10:53.360><c> this</c><00:10:53.519><c> will</c><00:10:53.680><c> be</c> compression steel this will be compression steel this will be discussing<00:10:54.399><c> this</c><00:10:54.720><c> later</c><00:10:55.120><c> in</c><00:10:55.360><c> the</c><00:10:55.440><c> coming</c> discussing this later in the coming discussing this later in the coming video video video let's<00:10:57.760><c> assume</c><00:10:58.160><c> that</c><00:10:58.399><c> the</c><00:10:58.560><c> k</c><00:10:58.880><c> is</c><00:10:58.959><c> less</c><00:10:59.279><c> than</c> let's assume that the k is less than let's assume that the k is less than 0.156<00:11:00.959><c> so</c><00:11:01.440><c> the</c><00:11:01.760><c> second</c><00:11:02.320><c> step</c><00:11:02.959><c> is</c><00:11:03.120><c> to</c><00:11:03.279><c> calculate</c> 0.156 so the second step is to calculate 0.156 so the second step is to calculate the<00:11:03.920><c> z</c><00:11:04.320><c> equals</c><00:11:04.800><c> d</c><00:11:05.200><c> times</c><00:11:05.600><c> 0.5</c> the z equals d times 0.5 the z equals d times 0.5 plus<00:11:07.279><c> square</c><00:11:07.680><c> root</c><00:11:08.160><c> 0.25</c><00:11:08.959><c> minus</c><00:11:09.360><c> k</c><00:11:09.519><c> over</c><00:11:09.839><c> 0.9</c> plus square root 0.25 minus k over 0.9 plus square root 0.25 minus k over 0.9 and<00:11:11.279><c> keep</c><00:11:11.519><c> in</c><00:11:11.680><c> mind</c><00:11:12.000><c> that</c><00:11:12.480><c> the</c><00:11:13.120><c> b</c><00:11:13.360><c> is</c><00:11:13.519><c> the</c><00:11:13.680><c> code</c> and keep in mind that the b is the code and keep in mind that the b is the code is<00:11:14.399><c> requiring</c><00:11:14.959><c> that</c><00:11:15.200><c> the</c><00:11:15.360><c> z</c><00:11:15.600><c> should</c><00:11:15.839><c> be</c><00:11:16.000><c> less</c> is requiring that the z should be less is requiring that the z should be less than<00:11:16.480><c> or</c><00:11:16.640><c> equal</c><00:11:17.040><c> to</c><00:11:17.279><c> 0.95</c><00:11:18.320><c> d</c> than or equal to 0.95 d than or equal to 0.95 d so<00:11:19.920><c> this</c><00:11:20.399><c> part</c><00:11:20.880><c> here</c><00:11:21.200><c> it</c><00:11:21.360><c> should</c><00:11:21.600><c> be</c><00:11:22.000><c> less</c><00:11:22.240><c> than</c> so this part here it should be less than so this part here it should be less than or<00:11:22.640><c> equal</c><00:11:22.959><c> to</c><00:11:23.200><c> 0.95</c> or equal to 0.95 or equal to 0.95 so<00:11:25.760><c> if</c><00:11:26.160><c> the</c> so if the so if the z<00:11:27.519><c> is</c><00:11:27.680><c> greater</c><00:11:28.079><c> than</c><00:11:28.360><c> .95</c><00:11:29.440><c> d</c> z is greater than .95 d z is greater than .95 d no<00:11:30.480><c> problem</c><00:11:30.880><c> at</c><00:11:31.120><c> all</c><00:11:31.279><c> we</c><00:11:31.519><c> just</c><00:11:31.839><c> take</c><00:11:32.079><c> it</c><00:11:32.320><c> as</c><00:11:32.480><c> the</c> no problem at all we just take it as the no problem at all we just take it as the maximum<00:11:33.200><c> value</c><00:11:33.839><c> of</c><00:11:34.160><c> 0.95</c><00:11:35.200><c> t</c><00:11:35.440><c> if</c><00:11:35.600><c> it</c><00:11:35.760><c> is</c><00:11:35.920><c> less</c> maximum value of 0.95 t if it is less maximum value of 0.95 t if it is less just<00:11:36.640><c> take</c><00:11:36.880><c> it</c><00:11:37.040><c> as</c><00:11:37.279><c> s</c><00:11:37.519><c> if</c><00:11:37.600><c> it</c><00:11:37.760><c> is</c><00:11:37.920><c> greater</c><00:11:38.320><c> than</c> just take it as s if it is greater than just take it as s if it is greater than 0.95<00:11:39.279><c> d</c><00:11:39.519><c> we'll</c><00:11:39.680><c> take</c><00:11:39.920><c> it</c><00:11:40.480><c> as</c><00:11:40.800><c> 0.95</c><00:11:41.680><c> d</c><00:11:42.320><c> so</c><00:11:42.560><c> from</c> 0.95 d we'll take it as 0.95 d so from 0.95 d we'll take it as 0.95 d so from this<00:11:43.040><c> equation</c><00:11:43.440><c> we</c><00:11:43.600><c> calculated</c><00:11:44.320><c> that</c><00:11:44.880><c> the</c> this equation we calculated that the this equation we calculated that the last<00:11:45.440><c> step</c><00:11:45.839><c> is</c><00:11:46.000><c> to</c><00:11:46.160><c> calculate</c><00:11:46.640><c> the</c><00:11:46.800><c> areas</c><00:11:47.120><c> t</c> last step is to calculate the areas t last step is to calculate the areas t required<00:11:48.160><c> equals</c><00:11:49.040><c> m</c><00:11:49.440><c> over</c><00:11:49.839><c> 0.95</c><00:11:51.200><c> f</c><00:11:51.519><c> field</c> required equals m over 0.95 f field required equals m over 0.95 f field times<00:11:52.639><c> it</c><00:11:52.880><c> so</c><00:11:53.200><c> the</c><00:11:53.360><c> steps</c><00:11:53.920><c> calculating</c><00:11:54.639><c> k</c> times it so the steps calculating k times it so the steps calculating k compare<00:11:55.680><c> it</c><00:11:55.760><c> to</c><00:11:56.120><c> 0.156</c><00:11:57.440><c> if</c><00:11:57.600><c> it</c><00:11:57.760><c> is</c><00:11:57.920><c> less</c><00:11:58.320><c> it</c> compare it to 0.156 if it is less it compare it to 0.156 if it is less it means<00:11:58.880><c> it's</c><00:11:59.040><c> a</c><00:11:59.120><c> single</c><00:11:59.519><c> reinforces</c><00:12:00.160><c> section</c> means it's a single reinforces section means it's a single reinforces section go<00:12:00.720><c> to</c><00:12:00.880><c> step</c><00:12:01.200><c> number</c><00:12:01.519><c> two</c><00:12:01.760><c> calculate</c><00:12:02.399><c> that</c> go to step number two calculate that go to step number two calculate that ensure<00:12:03.839><c> that</c><00:12:04.079><c> the</c><00:12:04.240><c> z</c><00:12:04.480><c> will</c><00:12:04.639><c> be</c><00:12:05.279><c> will</c><00:12:05.440><c> not</c><00:12:05.680><c> be</c> ensure that the z will be will not be ensure that the z will be will not be greater<00:12:06.240><c> than</c><00:12:06.560><c> 0.95</c><00:12:07.440><c> d</c><00:12:07.839><c> if</c><00:12:08.000><c> it</c><00:12:08.160><c> is</c><00:12:08.320><c> greater</c> greater than 0.95 d if it is greater greater than 0.95 d if it is greater just<00:12:08.959><c> take</c><00:12:09.200><c> it</c><00:12:09.360><c> as</c><00:12:09.600><c> 0.95</c><00:12:10.480><c> d</c><00:12:11.040><c> and</c><00:12:11.200><c> then</c><00:12:11.360><c> we</c><00:12:11.519><c> can</c> just take it as 0.95 d and then we can just take it as 0.95 d and then we can calculate<00:12:12.079><c> the</c><00:12:12.240><c> area</c><00:12:12.720><c> still</c><00:12:13.279><c> required</c><00:12:13.920><c> in</c> calculate the area still required in calculate the area still required in millimeter<00:12:15.040><c> square</c><00:12:15.839><c> as</c><00:12:16.079><c> a</c><00:12:16.160><c> last</c><00:12:16.560><c> step</c><00:12:16.800><c> we</c><00:12:16.959><c> can</c> millimeter square as a last step we can millimeter square as a last step we can choose<00:12:17.680><c> the</c><00:12:17.839><c> number</c><00:12:18.240><c> and</c><00:12:18.399><c> diameter</c><00:12:18.959><c> of</c><00:12:19.200><c> bars</c> choose the number and diameter of bars choose the number and diameter of bars and<00:12:19.680><c> calculate</c><00:12:20.160><c> the</c><00:12:20.320><c> as</c><00:12:21.040><c> provided</c> and calculate the as provided and calculate the as provided okay okay okay so<00:12:24.880><c> to</c><00:12:25.440><c> uh</c> so to uh so to uh understand<00:12:26.880><c> this</c><00:12:27.200><c> well</c><00:12:27.600><c> let's</c><00:12:28.160><c> take</c><00:12:28.480><c> an</c> understand this well let's take an understand this well let's take an example<00:12:29.120><c> and</c><00:12:29.200><c> solve</c><00:12:29.600><c> it</c><00:12:29.680><c> together</c><00:12:30.639><c> and</c><00:12:30.959><c> here</c> example and solve it together and here example and solve it together and here uh<00:12:32.320><c> it</c><00:12:32.560><c> is</c><00:12:32.639><c> required</c><00:12:33.040><c> to</c><00:12:33.200><c> design</c><00:12:33.680><c> a</c> uh it is required to design a uh it is required to design a singularity<00:12:34.399><c> forced</c><00:12:34.800><c> rectangular</c><00:12:35.440><c> section</c> singularity forced rectangular section singularity forced rectangular section the<00:12:36.560><c> ultimate</c><00:12:36.959><c> design</c><00:12:37.360><c> moment</c><00:12:37.760><c> to</c><00:12:37.839><c> be</c> the ultimate design moment to be the ultimate design moment to be resisted<00:12:38.480><c> for</c><00:12:38.639><c> that</c><00:12:38.880><c> section</c><00:12:39.360><c> is</c><00:12:39.519><c> given</c><00:12:40.079><c> as</c> resisted for that section is given as resisted for that section is given as 185<00:12:41.839><c> kilonewton</c><00:12:42.480><c> meter</c><00:12:42.880><c> so</c><00:12:43.040><c> this</c><00:12:43.279><c> is</c><00:12:43.360><c> the</c> 185 kilonewton meter so this is the 185 kilonewton meter so this is the ultimate<00:12:44.399><c> is</c><00:12:44.959><c> 185</c><00:12:46.000><c> kilo</c><00:12:46.240><c> newton</c><00:12:46.560><c> meter</c><00:12:47.279><c> what</c> ultimate is 185 kilo newton meter what ultimate is 185 kilo newton meter what is<00:12:47.680><c> required</c><00:12:48.320><c> it's</c><00:12:48.560><c> required</c><00:12:48.959><c> to</c><00:12:49.120><c> determine</c> is required it's required to determine is required it's required to determine the<00:12:49.920><c> area</c><00:12:50.160><c> of</c><00:12:50.320><c> tension</c><00:12:50.839><c> steel</c><00:12:52.240><c> and</c><00:12:52.639><c> also</c> the area of tension steel and also the area of tension steel and also uh<00:12:53.920><c> f</c><00:12:54.240><c> yield</c><00:12:54.720><c> is</c><00:12:54.880><c> given</c><00:12:55.279><c> as</c><00:12:55.600><c> 460</c><00:12:56.560><c> neoten</c><00:12:56.959><c> per</c> uh f yield is given as 460 neoten per uh f yield is given as 460 neoten per millimeter<00:12:57.680><c> square</c><00:12:58.160><c> fcu</c><00:12:58.800><c> is</c><00:12:58.880><c> given</c><00:12:59.279><c> at</c><00:12:59.440><c> 30</c> millimeter square fcu is given at 30 millimeter square fcu is given at 30 newton<00:13:00.240><c> per</c><00:13:00.399><c> millimeter</c><00:13:00.959><c> square</c><00:13:01.760><c> dimensions</c> newton per millimeter square dimensions newton per millimeter square dimensions of<00:13:02.560><c> the</c><00:13:02.720><c> cross</c><00:13:02.959><c> section</c><00:13:03.360><c> is</c><00:13:03.440><c> given</c><00:13:03.839><c> so</c><00:13:04.000><c> it</c><00:13:04.160><c> is</c> of the cross section is given so it is of the cross section is given so it is clear<00:13:04.639><c> that</c><00:13:04.880><c> it</c><00:13:05.040><c> is</c><00:13:05.440><c> a</c><00:13:05.600><c> rectangle</c><00:13:06.160><c> of</c><00:13:06.240><c> cross</c> clear that it is a rectangle of cross clear that it is a rectangle of cross section<00:13:07.040><c> with</c><00:13:07.360><c> a</c><00:13:07.760><c> b</c><00:13:08.000><c> equal</c><00:13:08.399><c> to</c><00:13:08.560><c> 160</c><00:13:09.440><c> and</c> section with a b equal to 160 and section with a b equal to 160 and effective<00:13:10.079><c> dips</c><00:13:10.399><c> of</c><00:13:10.760><c> 440</c><00:13:11.839><c> so</c><00:13:12.160><c> it</c><00:13:12.320><c> is</c><00:13:12.480><c> a</c> effective dips of 440 so it is a effective dips of 440 so it is a straightforward<00:13:13.440><c> problem</c><00:13:14.160><c> of</c><00:13:14.320><c> a</c><00:13:14.480><c> design</c><00:13:15.040><c> of</c><00:13:15.200><c> a</c> straightforward problem of a design of a straightforward problem of a design of a single<00:13:15.680><c> reinforced</c><00:13:16.240><c> rectangular</c><00:13:16.800><c> section</c> single reinforced rectangular section single reinforced rectangular section let's let's let's start<00:13:19.279><c> by</c><00:13:19.440><c> the</c><00:13:19.600><c> first</c><00:13:20.000><c> step</c><00:13:20.320><c> calculating</c><00:13:20.959><c> k</c> start by the first step calculating k start by the first step calculating k equals<00:13:22.079><c> m</c><00:13:22.399><c> ultimate</c><00:13:22.880><c> divided</c><00:13:23.279><c> by</c><00:13:23.519><c> f</c><00:13:23.760><c> c</c><00:13:24.000><c> u</c><00:13:24.160><c> v</c><00:13:24.320><c> d</c> equals m ultimate divided by f c u v d equals m ultimate divided by f c u v d square<00:13:25.279><c> so</c><00:13:25.519><c> the</c><00:13:25.680><c> m</c><00:13:25.920><c> ultimate</c><00:13:26.399><c> is</c><00:13:26.680><c> 185</c><00:13:28.079><c> just</c><00:13:28.320><c> to</c> square so the m ultimate is 185 just to square so the m ultimate is 185 just to change<00:13:28.880><c> it</c><00:13:28.959><c> from</c><00:13:29.279><c> kilo</c><00:13:29.600><c> newton</c><00:13:30.000><c> meter</c><00:13:30.320><c> to</c> change it from kilo newton meter to change it from kilo newton meter to newton<00:13:30.800><c> millimeter</c><00:13:31.360><c> multiplied</c><00:13:31.920><c> by</c><00:13:32.160><c> 10</c><00:13:32.320><c> to</c> newton millimeter multiplied by 10 to newton millimeter multiplied by 10 to the power<00:13:32.800><c> 6</c><00:13:33.440><c> divided</c><00:13:34.000><c> by</c><00:13:34.320><c> b</c> the power 6 divided by b the power 6 divided by b divided<00:13:36.000><c> by</c><00:13:36.480><c> d</c><00:13:36.720><c> square</c><00:13:37.320><c> 440</c><00:13:38.320><c> square</c><00:13:38.800><c> and</c><00:13:39.040><c> fcu</c> divided by d square 440 square and fcu divided by d square 440 square and fcu is<00:13:39.760><c> given</c><00:13:40.079><c> at</c><00:13:40.320><c> 30.</c><00:13:41.120><c> so</c><00:13:41.360><c> we</c><00:13:41.519><c> found</c><00:13:41.920><c> that</c><00:13:42.320><c> this</c> is given at 30. so we found that this is given at 30. so we found that this the<00:13:43.120><c> value</c><00:13:43.600><c> is</c><00:13:43.760><c> 0.122</c><00:13:45.199><c> less</c><00:13:45.519><c> than</c><00:13:45.920><c> the</c><00:13:46.160><c> k</c><00:13:46.320><c> dash</c> the value is 0.122 less than the k dash the value is 0.122 less than the k dash which<00:13:46.959><c> is</c><00:13:47.120><c> 0.156</c> which is 0.156 which is 0.156 it<00:13:49.199><c> is</c><00:13:49.360><c> less</c><00:13:49.680><c> than</c><00:13:50.079><c> 0.156</c><00:13:51.199><c> therefore</c> it is less than 0.156 therefore it is less than 0.156 therefore compression<00:13:52.320><c> still</c><00:13:52.639><c> is</c><00:13:52.720><c> not</c><00:13:52.959><c> required</c><00:13:53.680><c> it</c> compression still is not required it compression still is not required it means<00:13:54.720><c> it</c><00:13:54.880><c> is</c><00:13:55.040><c> a</c><00:13:55.199><c> singly</c><00:13:55.760><c> reinforced</c> means it is a singly reinforced means it is a singly reinforced rectangular<00:13:57.120><c> section</c><00:13:57.600><c> so</c><00:13:57.760><c> we</c><00:13:57.920><c> can</c><00:13:58.079><c> go</c><00:13:58.240><c> to</c><00:13:58.399><c> step</c> rectangular section so we can go to step rectangular section so we can go to step number<00:13:59.120><c> two</c><00:13:59.360><c> calculating</c><00:14:00.079><c> z</c> number two calculating z number two calculating z that<00:14:01.519><c> we</c><00:14:01.839><c> just</c><00:14:02.000><c> substitute</c><00:14:02.720><c> the</c><00:14:02.880><c> value</c><00:14:03.199><c> of</c><00:14:03.440><c> k</c> that we just substitute the value of k that we just substitute the value of k that<00:14:03.839><c> we</c><00:14:04.000><c> got</c><00:14:04.240><c> it</c><00:14:04.320><c> from</c><00:14:04.480><c> the</c><00:14:04.639><c> first</c><00:14:05.120><c> step</c><00:14:05.720><c> 0.122</c> that we got it from the first step 0.122 that we got it from the first step 0.122 here<00:14:07.600><c> and</c><00:14:07.920><c> we</c><00:14:08.079><c> got</c><00:14:08.320><c> the</c><00:14:08.480><c> z</c><00:14:08.800><c> as</c> here and we got the z as here and we got the z as 369.<00:14:10.880><c> it</c><00:14:11.040><c> is</c><00:14:11.199><c> less</c><00:14:11.440><c> than</c><00:14:11.760><c> point</c> 369. it is less than point 369. it is less than point nine<00:14:13.040><c> five</c><00:14:13.440><c> d</c><00:14:13.680><c> it</c><00:14:13.839><c> means</c><00:14:14.160><c> okay</c><00:14:14.560><c> we</c><00:14:14.720><c> take</c><00:14:14.959><c> it</c><00:14:15.120><c> as</c> nine five d it means okay we take it as nine five d it means okay we take it as is<00:14:16.079><c> then</c><00:14:16.480><c> we</c><00:14:16.639><c> can</c><00:14:16.880><c> go</c><00:14:17.040><c> to</c><00:14:17.360><c> calculating</c><00:14:17.920><c> the</c> is then we can go to calculating the is then we can go to calculating the area<00:14:18.480><c> of</c><00:14:18.560><c> the</c><00:14:18.800><c> steer</c><00:14:19.120><c> required</c> area of the steer required area of the steer required m<00:14:20.800><c> over</c><00:14:21.120><c> 0.95</c><00:14:22.079><c> fpl</c><00:14:22.800><c> times</c><00:14:23.040><c> z</c><00:14:23.360><c> substitute</c><00:14:24.079><c> the</c> m over 0.95 fpl times z substitute the m over 0.95 fpl times z substitute the value<00:14:24.560><c> of</c><00:14:24.800><c> z</c><00:14:25.040><c> here</c><00:14:25.760><c> m</c><00:14:26.160><c> as</c><00:14:26.399><c> we</c><00:14:26.560><c> did</c><00:14:26.800><c> in</c><00:14:26.880><c> the</c><00:14:27.040><c> first</c> value of z here m as we did in the first value of z here m as we did in the first step<00:14:28.000><c> f</c><00:14:28.320><c> field</c><00:14:28.800><c> as</c><00:14:29.160><c> 460</c><00:14:30.240><c> as</c><00:14:30.399><c> given</c><00:14:31.040><c> so</c><00:14:31.440><c> we</c><00:14:31.600><c> will</c> step f field as 460 as given so we will step f field as 460 as given so we will get<00:14:32.160><c> a</c> get a get a reinforcement reinforcement reinforcement area<00:14:35.279><c> of</c><00:14:35.519><c> 100</c> area of 100 area of 100 or or or 1147<00:14:38.800><c> millimeter</c><00:14:39.440><c> square</c><00:14:40.240><c> from</c><00:14:40.480><c> that</c><00:14:40.720><c> one</c><00:14:40.959><c> we</c> 1147 millimeter square from that one we 1147 millimeter square from that one we can<00:14:41.440><c> choose</c><00:14:41.760><c> a</c><00:14:41.920><c> suitable</c><00:14:42.480><c> diameter</c><00:14:43.199><c> and</c> can choose a suitable diameter and can choose a suitable diameter and number<00:14:44.160><c> of</c><00:14:44.399><c> bars</c><00:14:45.040><c> so</c><00:14:45.279><c> here</c><00:14:45.680><c> i</c><00:14:45.920><c> chose</c> number of bars so here i chose number of bars so here i chose four<00:14:47.600><c> bars</c><00:14:48.320><c> of</c><00:14:48.560><c> a</c><00:14:48.720><c> diameter</c><00:14:49.279><c> 20</c><00:14:49.839><c> for</c><00:14:50.079><c> t20</c><00:14:50.959><c> and</c> four bars of a diameter 20 for t20 and four bars of a diameter 20 for t20 and if<00:14:51.519><c> you</c><00:14:51.680><c> don't</c><00:14:51.839><c> know</c><00:14:52.000><c> what</c><00:14:52.240><c> is</c><00:14:52.480><c> tt</c><00:14:52.959><c> it</c><00:14:53.120><c> refers</c> if you don't know what is tt it refers if you don't know what is tt it refers to<00:14:53.680><c> deformed</c><00:14:54.320><c> steel</c> to deformed steel to deformed steel bars<00:14:55.760><c> of</c> bars of bars of field<00:14:58.320><c> 460.</c> field 460. field 460. so<00:15:00.480><c> for</c> so for so for t20 t20 t20 and<00:15:03.360><c> the</c><00:15:03.519><c> asu</c><00:15:04.000><c> provided</c><00:15:04.800><c> of</c><00:15:04.959><c> the</c><00:15:05.199><c> 4020</c><00:15:06.079><c> is</c> and the asu provided of the 4020 is and the asu provided of the 4020 is 1260<00:15:08.160><c> millimeter</c><00:15:08.720><c> square</c><00:15:09.199><c> greater</c><00:15:09.680><c> than</c><00:15:10.480><c> the</c> 1260 millimeter square greater than the 1260 millimeter square greater than the as<00:15:11.279><c> required</c><00:15:12.320><c> then</c><00:15:12.800><c> if</c><00:15:12.959><c> you</c><00:15:13.120><c> want</c><00:15:13.360><c> to</c><00:15:13.440><c> sketch</c> as required then if you want to sketch as required then if you want to sketch this<00:15:14.160><c> reinforcement</c><00:15:14.959><c> it</c><00:15:15.120><c> will</c><00:15:15.279><c> be</c><00:15:15.519><c> four</c><00:15:15.839><c> bars</c> this reinforcement it will be four bars this reinforcement it will be four bars in<00:15:16.320><c> the</c><00:15:16.480><c> tension</c><00:15:16.959><c> side</c><00:15:17.760><c> and</c><00:15:18.160><c> the</c><00:15:18.320><c> value</c><00:15:18.720><c> it</c> in the tension side and the value it in the tension side and the value it will<00:15:19.040><c> be</c><00:15:19.680><c> for</c><00:15:20.399><c> t20</c><00:15:21.760><c> this</c><00:15:22.000><c> will</c><00:15:22.160><c> be</c><00:15:22.560><c> the</c><00:15:22.800><c> end</c><00:15:23.040><c> of</c> will be for t20 this will be the end of will be for t20 this will be the end of our<00:15:23.839><c> video</c><00:15:24.240><c> today</c><00:15:24.800><c> thank</c><00:15:25.040><c> you</c><00:15:25.360><c> for</c><00:15:25.760><c> watching</c> our video today thank you for watching our video today thank you for watching if<00:15:26.560><c> you</c> if you if you like like like the<00:15:28.320><c> video</c><00:15:28.959><c> please</c><00:15:29.279><c> don't</c><00:15:29.519><c> forget</c><00:15:29.839><c> to</c><00:15:30.000><c> like</c> the video please don't forget to like the video please don't forget to like subscribe<00:15:31.040><c> and</c><00:15:31.279><c> click</c><00:15:31.680><c> the</c><00:15:31.839><c> bell</c><00:15:32.240><c> and</c><00:15:32.480><c> share</c> subscribe and click the bell and share subscribe and click the bell and share with with with your<00:15:34.000><c> colleagues</c> your colleagues your colleagues see<00:15:35.360><c> you</c><00:15:35.519><c> in</c><00:15:35.680><c> a</c><00:15:35.759><c> coming</c><00:15:36.079><c> video</c><00:15:36.560><c> and</c><00:15:36.720><c> thank</c><00:15:36.959><c> you</c> see you in a coming video and thank you see you in a coming video and thank you for<00:15:37.839><c> watching</c>
6	LSTo7sG4fPA	The Capacity of Singly Reinforced Concrete Rectangular Sections. Three Easy Analysis Steps.	https://www.youtube.com/watch?v=LSTo7sG4fPA	The_Capacity_of_Singly_Reinforced_Concrete_Rectangular_Sections._Three_Easy_Analysis_Steps..en.vtt	good<00:00:02.800><c> morning</c><00:00:03.199><c> everyone</c><00:00:04.080><c> this</c><00:00:04.319><c> is</c><00:00:04.480><c> dr</c><00:00:04.799><c> sriphil</c> good morning everyone this is dr sriphil good morning everyone this is dr sriphil gamman<00:00:05.759><c> and</c><00:00:05.920><c> today</c><00:00:06.319><c> we'll</c><00:00:06.480><c> continue</c><00:00:06.960><c> our</c> gamman and today we'll continue our gamman and today we'll continue our videos<00:00:07.759><c> about</c> videos about videos about the<00:00:09.360><c> reinforced</c><00:00:10.000><c> concrete</c><00:00:10.480><c> design</c> the reinforced concrete design the reinforced concrete design within<00:00:11.920><c> this</c><00:00:12.160><c> video</c><00:00:12.559><c> we'll</c><00:00:12.719><c> be</c><00:00:12.880><c> learning</c> within this video we'll be learning within this video we'll be learning about<00:00:13.840><c> the</c><00:00:14.000><c> analysis</c><00:00:14.559><c> of</c><00:00:14.719><c> singly</c><00:00:15.200><c> reinforced</c> about the analysis of singly reinforced about the analysis of singly reinforced rectangular rectangular rectangular sections sections sections so<00:00:18.800><c> just</c><00:00:19.119><c> follow</c><00:00:19.920><c> me</c><00:00:20.240><c> and</c><00:00:20.400><c> you</c><00:00:20.560><c> will</c><00:00:20.720><c> learn</c><00:00:21.119><c> how</c> so just follow me and you will learn how so just follow me and you will learn how to<00:00:21.520><c> d</c><00:00:22.000><c> analyze</c><00:00:22.640><c> such</c> to d analyze such to d analyze such sections sections sections let's<00:00:25.199><c> assume</c><00:00:25.680><c> we</c><00:00:25.760><c> have</c><00:00:26.000><c> a</c><00:00:26.080><c> bridge</c><00:00:26.400><c> like</c><00:00:26.640><c> this</c> let's assume we have a bridge like this let's assume we have a bridge like this one<00:00:27.439><c> and</c><00:00:28.160><c> we</c><00:00:28.400><c> have</c><00:00:28.640><c> cars</c><00:00:29.039><c> and</c><00:00:29.199><c> trucks</c><00:00:29.519><c> passing</c> one and we have cars and trucks passing one and we have cars and trucks passing above<00:00:31.439><c> this</c><00:00:31.760><c> bridge</c> above this bridge above this bridge so<00:00:33.840><c> for</c><00:00:34.399><c> that</c><00:00:34.640><c> bridge</c><00:00:35.040><c> you</c><00:00:35.120><c> will</c><00:00:35.280><c> have</c><00:00:35.520><c> two</c> so for that bridge you will have two so for that bridge you will have two options<00:00:36.320><c> the</c><00:00:36.480><c> first</c><00:00:36.960><c> one</c><00:00:37.440><c> is</c><00:00:37.680><c> to</c><00:00:37.840><c> design</c><00:00:38.480><c> the</c> options the first one is to design the options the first one is to design the bridge<00:00:39.520><c> and</c><00:00:39.680><c> the</c><00:00:39.840><c> second</c><00:00:40.399><c> option</c><00:00:40.800><c> is</c><00:00:40.960><c> to</c> bridge and the second option is to bridge and the second option is to analyze analyze analyze design design design we<00:00:43.600><c> use</c><00:00:44.000><c> it</c><00:00:44.160><c> when</c><00:00:44.399><c> we</c><00:00:44.800><c> have</c> we use it when we have we use it when we have uh<00:00:46.000><c> to</c><00:00:46.239><c> build</c><00:00:46.559><c> a</c><00:00:46.719><c> new</c><00:00:47.039><c> structure</c><00:00:47.680><c> so</c><00:00:47.920><c> we</c><00:00:48.160><c> need</c> uh to build a new structure so we need uh to build a new structure so we need to<00:00:48.480><c> design</c><00:00:48.800><c> the</c><00:00:49.039><c> structure</c><00:00:49.440><c> from</c><00:00:49.600><c> the</c> to design the structure from the to design the structure from the beginning<00:00:50.719><c> knowing</c><00:00:51.039><c> the</c><00:00:51.280><c> cross-section</c> beginning knowing the cross-section beginning knowing the cross-section dimensions<00:00:52.640><c> and</c><00:00:52.960><c> get</c><00:00:53.199><c> the</c><00:00:53.360><c> area</c><00:00:53.600><c> of</c><00:00:53.680><c> the</c><00:00:53.840><c> steel</c> dimensions and get the area of the steel dimensions and get the area of the steel reinforcement<00:00:55.360><c> so</c><00:00:55.600><c> in</c><00:00:55.760><c> the</c><00:00:55.920><c> design</c> reinforcement so in the design reinforcement so in the design the<00:00:58.239><c> cross-sectional</c><00:00:58.800><c> dimensions</c><00:00:59.440><c> will</c><00:00:59.920><c> be</c> the cross-sectional dimensions will be the cross-sectional dimensions will be unknown<00:01:00.719><c> area</c><00:01:01.039><c> of</c><00:01:01.199><c> the</c><00:01:01.359><c> steel</c><00:01:01.680><c> will</c><00:01:01.840><c> be</c> unknown area of the steel will be unknown area of the steel will be unknown<00:01:02.719><c> so</c><00:01:02.879><c> what</c><00:01:03.120><c> is</c><00:01:03.280><c> given</c><00:01:03.600><c> in</c><00:01:03.760><c> such</c><00:01:04.080><c> a</c><00:01:04.159><c> case</c> unknown so what is given in such a case unknown so what is given in such a case the<00:01:04.720><c> given</c><00:01:05.040><c> will</c><00:01:05.199><c> be</c><00:01:05.519><c> the</c><00:01:05.680><c> load</c> the given will be the load the given will be the load like<00:01:06.880><c> a</c><00:01:07.040><c> truck</c><00:01:07.360><c> load</c><00:01:08.000><c> and</c><00:01:08.320><c> from</c><00:01:08.720><c> this</c><00:01:08.960><c> truck</c> like a truck load and from this truck like a truck load and from this truck load<00:01:10.000><c> we</c><00:01:10.159><c> can</c><00:01:10.400><c> calculate</c><00:01:11.040><c> the</c><00:01:12.000><c> ultimate</c> load we can calculate the ultimate load we can calculate the ultimate moment<00:01:13.040><c> on</c><00:01:13.200><c> the</c><00:01:13.680><c> cross</c><00:01:14.000><c> section</c><00:01:14.720><c> so</c><00:01:15.040><c> the</c><00:01:15.280><c> given</c> moment on the cross section so the given moment on the cross section so the given here<00:01:15.920><c> will</c><00:01:16.080><c> be</c><00:01:16.240><c> the</c><00:01:16.400><c> load</c><00:01:16.799><c> or</c> here will be the load or here will be the load or the<00:01:17.920><c> moment</c><00:01:18.560><c> and</c><00:01:18.720><c> the</c><00:01:18.880><c> required</c><00:01:19.360><c> to</c><00:01:19.520><c> get</c><00:01:19.680><c> the</c> the moment and the required to get the the moment and the required to get the cross-section<00:01:20.479><c> dimensions</c><00:01:21.520><c> and</c><00:01:21.759><c> also</c><00:01:22.080><c> to</c><00:01:22.240><c> get</c> cross-section dimensions and also to get cross-section dimensions and also to get the<00:01:22.640><c> area</c><00:01:22.880><c> of</c><00:01:23.040><c> the</c><00:01:23.200><c> steel</c><00:01:23.680><c> reinforcement</c> the area of the steel reinforcement the area of the steel reinforcement inside<00:01:25.119><c> that</c><00:01:25.759><c> cross</c><00:01:26.080><c> section</c><00:01:26.880><c> for</c><00:01:27.119><c> the</c><00:01:27.280><c> design</c> inside that cross section for the design inside that cross section for the design we<00:01:28.159><c> did</c><00:01:28.400><c> it</c><00:01:28.560><c> in</c> we did it in we did it in our<00:01:30.079><c> previous</c><00:01:30.560><c> video</c><00:01:30.960><c> you</c><00:01:31.119><c> can</c><00:01:31.520><c> check</c><00:01:31.840><c> the</c> our previous video you can check the our previous video you can check the video<00:01:32.400><c> from</c><00:01:32.880><c> this</c><00:01:33.360><c> link</c> video from this link video from this link the<00:01:34.960><c> second</c><00:01:35.360><c> one</c><00:01:35.600><c> which</c><00:01:35.840><c> will</c><00:01:36.000><c> be</c><00:01:36.240><c> included</c><00:01:36.799><c> in</c> the second one which will be included in the second one which will be included in this<00:01:37.360><c> video</c><00:01:37.840><c> it</c><00:01:37.920><c> will</c><00:01:38.079><c> be</c><00:01:38.240><c> the</c><00:01:38.479><c> analysis</c> this video it will be the analysis this video it will be the analysis analysis<00:01:39.680><c> it</c><00:01:39.920><c> means</c><00:01:40.240><c> you</c><00:01:40.400><c> have</c><00:01:40.640><c> an</c><00:01:40.880><c> existing</c> analysis it means you have an existing analysis it means you have an existing existing<00:01:42.159><c> structure</c> existing structure existing structure and<00:01:43.920><c> you</c><00:01:44.079><c> know</c><00:01:44.240><c> the</c><00:01:44.399><c> dimension</c><00:01:44.960><c> is</c><00:01:45.119><c> given</c><00:01:45.439><c> area</c> and you know the dimension is given area and you know the dimension is given area still<00:01:46.159><c> is</c><00:01:46.320><c> known</c><00:01:46.640><c> because</c><00:01:47.040><c> it</c><00:01:47.119><c> is</c><00:01:47.280><c> an</c><00:01:47.439><c> existing</c> still is known because it is an existing still is known because it is an existing structure<00:01:48.640><c> and</c><00:01:48.799><c> you</c><00:01:48.960><c> need</c><00:01:49.200><c> to</c><00:01:49.840><c> analyze</c><00:01:50.399><c> it</c><00:01:50.560><c> to</c> structure and you need to analyze it to structure and you need to analyze it to get<00:01:50.960><c> the</c><00:01:51.119><c> capacity</c><00:01:51.680><c> of</c><00:01:51.840><c> that</c><00:01:52.240><c> bridge</c><00:01:52.880><c> so</c><00:01:53.119><c> how</c> get the capacity of that bridge so how get the capacity of that bridge so how much<00:01:53.600><c> it</c><00:01:53.680><c> will</c><00:01:53.840><c> be</c><00:01:54.000><c> the</c><00:01:54.159><c> load</c> much it will be the load much it will be the load that<00:01:55.439><c> can</c><00:01:55.600><c> be</c><00:01:55.759><c> carried</c><00:01:56.079><c> by</c><00:01:56.320><c> that</c><00:01:56.560><c> bridge</c><00:01:57.119><c> how</c> that can be carried by that bridge how that can be carried by that bridge how much<00:01:57.680><c> it</c><00:01:57.759><c> will</c><00:01:57.920><c> be</c><00:01:58.079><c> the</c><00:01:58.240><c> weight</c><00:01:58.479><c> of</c><00:01:58.560><c> the</c><00:01:58.719><c> truck</c> much it will be the weight of the truck much it will be the weight of the truck that<00:01:59.200><c> can</c><00:01:59.439><c> go</c><00:01:59.600><c> through</c><00:01:59.840><c> that</c><00:02:00.079><c> branch</c><00:02:00.640><c> so</c><00:02:00.960><c> in</c> that can go through that branch so in that can go through that branch so in the<00:02:01.200><c> analysis</c><00:02:01.759><c> case</c> the analysis case the analysis case the<00:02:03.040><c> given</c><00:02:03.439><c> will</c><00:02:03.600><c> be</c><00:02:03.840><c> the</c><00:02:04.000><c> cross-section</c> the given will be the cross-section the given will be the cross-section dimension dimension dimension area<00:02:06.880><c> still</c><00:02:07.200><c> also</c><00:02:07.520><c> will</c><00:02:07.680><c> be</c><00:02:07.920><c> given</c><00:02:08.560><c> and</c><00:02:08.879><c> the</c> area still also will be given and the area still also will be given and the required<00:02:09.599><c> it</c><00:02:09.759><c> will</c><00:02:09.920><c> be</c><00:02:10.239><c> the</c><00:02:10.560><c> capacity</c><00:02:11.120><c> of</c><00:02:11.200><c> the</c> required it will be the capacity of the required it will be the capacity of the cross-section<00:02:12.080><c> or</c><00:02:12.400><c> the</c><00:02:12.560><c> load</c><00:02:12.879><c> that</c><00:02:13.120><c> can</c><00:02:13.840><c> go</c> cross-section or the load that can go cross-section or the load that can go through<00:02:14.720><c> that</c> through that through that bridge<00:02:16.000><c> or</c><00:02:16.160><c> that</c><00:02:16.640><c> beam</c><00:02:16.959><c> or</c><00:02:17.120><c> that</c><00:02:17.360><c> structure</c> bridge or that beam or that structure bridge or that beam or that structure within<00:02:19.520><c> this</c><00:02:19.760><c> video</c><00:02:20.160><c> we'll</c><00:02:20.319><c> be</c><00:02:20.480><c> learning</c><00:02:20.959><c> how</c> within this video we'll be learning how within this video we'll be learning how to<00:02:21.440><c> analyze</c> to analyze to analyze a<00:02:23.120><c> singly</c><00:02:23.680><c> reinforced</c><00:02:24.400><c> rectangular</c> a singly reinforced rectangular a singly reinforced rectangular section<00:02:26.480><c> after</c><00:02:26.879><c> that</c><00:02:27.120><c> we</c><00:02:27.280><c> will</c><00:02:27.360><c> go</c><00:02:27.520><c> to</c><00:02:27.680><c> double</c> section after that we will go to double section after that we will go to double reinforced<00:02:28.560><c> rectangular</c><00:02:29.200><c> sections</c><00:02:30.080><c> and</c><00:02:30.239><c> also</c> reinforced rectangular sections and also reinforced rectangular sections and also flanged<00:02:31.599><c> sections</c><00:02:32.239><c> in</c><00:02:32.640><c> coming</c><00:02:33.040><c> videos</c> flanged sections in coming videos flanged sections in coming videos so<00:02:34.640><c> the</c><00:02:34.800><c> analysis</c><00:02:35.280><c> steps</c><00:02:35.680><c> of</c><00:02:35.840><c> single</c> so the analysis steps of single so the analysis steps of single reinforced<00:02:36.720><c> rectangular</c><00:02:37.280><c> section</c><00:02:37.760><c> we</c><00:02:37.920><c> will</c> reinforced rectangular section we will reinforced rectangular section we will go<00:02:38.239><c> through</c><00:02:38.640><c> like</c><00:02:39.040><c> very</c><00:02:39.360><c> clear</c><00:02:39.760><c> analysis</c><00:02:40.800><c> as</c> go through like very clear analysis as go through like very clear analysis as you<00:02:41.120><c> know</c><00:02:41.440><c> the</c><00:02:41.599><c> given</c><00:02:41.920><c> will</c><00:02:42.160><c> be</c><00:02:42.319><c> the</c> you know the given will be the you know the given will be the dimensions<00:02:43.599><c> area</c><00:02:43.920><c> steel</c><00:02:44.400><c> and</c><00:02:44.800><c> of</c><00:02:44.959><c> course</c><00:02:45.280><c> the</c> dimensions area steel and of course the dimensions area steel and of course the concrete<00:02:46.560><c> compressive</c><00:02:47.120><c> strength</c><00:02:47.519><c> and</c><00:02:47.680><c> the</c> concrete compressive strength and the concrete compressive strength and the yield<00:02:48.160><c> strength</c><00:02:48.560><c> of</c><00:02:48.720><c> the</c><00:02:48.879><c> steel</c> yield strength of the steel yield strength of the steel reinforcement reinforcement reinforcement required<00:02:52.640><c> it</c><00:02:52.720><c> will</c><00:02:52.879><c> be</c><00:02:53.040><c> the</c><00:02:53.200><c> ultimate</c><00:02:53.599><c> moment</c> required it will be the ultimate moment required it will be the ultimate moment of<00:02:54.080><c> resistance</c><00:02:54.800><c> and</c><00:02:55.040><c> ultimate</c><00:02:55.599><c> and</c><00:02:55.760><c> also</c><00:02:56.080><c> we</c> of resistance and ultimate and also we of resistance and ultimate and also we can<00:02:56.560><c> ask</c><00:02:57.040><c> for</c> can ask for can ask for the<00:02:58.319><c> maximum</c><00:02:58.879><c> load</c><00:02:59.599><c> that</c><00:02:59.840><c> can</c><00:03:00.080><c> be</c><00:03:00.239><c> carried</c><00:03:00.560><c> by</c> the maximum load that can be carried by the maximum load that can be carried by a<00:03:02.000><c> beam</c><00:03:02.400><c> or</c><00:03:02.560><c> a</c><00:03:02.640><c> bridge</c><00:03:03.040><c> or</c><00:03:03.280><c> any</c><00:03:04.159><c> structural</c> a beam or a bridge or any structural a beam or a bridge or any structural element element element so<00:03:06.080><c> the</c><00:03:06.239><c> first</c><00:03:06.640><c> step</c><00:03:07.040><c> we</c><00:03:07.360><c> have</c><00:03:07.519><c> to</c><00:03:07.760><c> assume</c><00:03:08.319><c> that</c> so the first step we have to assume that so the first step we have to assume that the<00:03:08.720><c> steel</c><00:03:09.120><c> yields</c><00:03:10.000><c> according</c><00:03:10.400><c> to</c><00:03:10.560><c> different</c> the steel yields according to different the steel yields according to different codes<00:03:11.360><c> including</c><00:03:11.840><c> the</c><00:03:12.000><c> bridge</c><00:03:12.400><c> standard</c> codes including the bridge standard codes including the bridge standard the<00:03:14.080><c> good</c><00:03:14.319><c> design</c><00:03:14.879><c> requires</c><00:03:15.519><c> that</c> the good design requires that the good design requires that the<00:03:16.800><c> section</c><00:03:17.200><c> will</c><00:03:17.280><c> be</c><00:03:17.519><c> under</c><00:03:17.760><c> reinforced</c> the section will be under reinforced the section will be under reinforced section<00:03:18.720><c> it</c><00:03:18.879><c> means</c><00:03:19.120><c> the</c><00:03:19.280><c> steel</c><00:03:19.519><c> will</c><00:03:19.760><c> yield</c> section it means the steel will yield section it means the steel will yield first<00:03:20.480><c> before</c><00:03:20.720><c> the</c><00:03:20.879><c> concrete</c><00:03:21.360><c> crash</c> first before the concrete crash first before the concrete crash so<00:03:22.640><c> our</c><00:03:22.959><c> first</c><00:03:23.360><c> assumption</c><00:03:23.920><c> we</c><00:03:24.159><c> assume</c><00:03:24.640><c> that</c> so our first assumption we assume that so our first assumption we assume that this<00:03:25.120><c> section</c><00:03:25.519><c> is</c><00:03:25.760><c> designed</c><00:03:26.400><c> well</c> this section is designed well this section is designed well and<00:03:27.599><c> therefore</c><00:03:28.080><c> the</c><00:03:28.319><c> steel</c><00:03:28.640><c> will</c><00:03:28.879><c> be</c><00:03:29.280><c> yielding</c> and therefore the steel will be yielding and therefore the steel will be yielding assuming<00:03:30.720><c> the</c><00:03:30.879><c> steel</c><00:03:31.120><c> will</c><00:03:31.280><c> be</c><00:03:31.440><c> yielding</c><00:03:31.920><c> it</c> assuming the steel will be yielding it assuming the steel will be yielding it means<00:03:32.400><c> the</c><00:03:32.560><c> stress</c><00:03:32.959><c> in</c><00:03:33.040><c> the</c><00:03:33.280><c> steel</c><00:03:33.680><c> fst</c><00:03:34.799><c> equals</c> means the stress in the steel fst equals means the stress in the steel fst equals 0.95<00:03:36.239><c> f</c> 0.95 f 0.95 f yield<00:03:37.840><c> and</c><00:03:38.239><c> from</c> yield and from yield and from making<00:03:39.599><c> equilibrium</c><00:03:40.319><c> between</c><00:03:40.799><c> the</c><00:03:41.280><c> two</c> making equilibrium between the two making equilibrium between the two horizontal<00:03:42.000><c> forces</c><00:03:42.400><c> here</c><00:03:42.640><c> we'll</c><00:03:42.799><c> be</c><00:03:42.959><c> able</c><00:03:43.200><c> to</c> horizontal forces here we'll be able to horizontal forces here we'll be able to get<00:03:43.599><c> the</c><00:03:44.159><c> unknown</c><00:03:44.799><c> which</c><00:03:45.120><c> is</c><00:03:45.440><c> s</c><00:03:46.000><c> here</c><00:03:46.640><c> so</c> get the unknown which is s here so get the unknown which is s here so we'll<00:03:47.680><c> say</c><00:03:47.920><c> equilibrium</c><00:03:48.560><c> between</c><00:03:48.959><c> the</c> we'll say equilibrium between the we'll say equilibrium between the compression<00:03:49.760><c> and</c><00:03:49.840><c> the</c><00:03:50.000><c> tension</c><00:03:50.480><c> force</c><00:03:50.879><c> the</c> compression and the tension force the compression and the tension force the compression<00:03:51.519><c> as</c><00:03:51.680><c> we</c><00:03:51.840><c> explained</c><00:03:52.400><c> in</c><00:03:52.480><c> previous</c> compression as we explained in previous compression as we explained in previous videos<00:03:53.680><c> equals</c><00:03:54.159><c> to</c><00:03:54.720><c> maximum</c><00:03:55.200><c> stress</c><00:03:55.840><c> 0.45</c><00:03:56.720><c> fcu</c> videos equals to maximum stress 0.45 fcu videos equals to maximum stress 0.45 fcu times times times b b b times<00:04:00.560><c> s</c> times s times s and<00:04:02.640><c> the</c><00:04:03.200><c> tension</c><00:04:04.080><c> equals</c><00:04:04.879><c> fst</c><00:04:05.840><c> times</c><00:04:06.319><c> asct</c> and the tension equals fst times asct and the tension equals fst times asct and<00:04:07.680><c> we</c><00:04:07.840><c> assume</c><00:04:08.239><c> that</c><00:04:08.400><c> the</c><00:04:08.560><c> steel</c><00:04:08.879><c> will</c><00:04:09.120><c> yield</c> and we assume that the steel will yield and we assume that the steel will yield so<00:04:09.760><c> this</c><00:04:10.080><c> fst</c><00:04:10.720><c> will</c><00:04:10.879><c> be</c><00:04:11.120><c> equals</c><00:04:11.599><c> to</c><00:04:12.239><c> 0.95</c><00:04:13.200><c> fp</c><00:04:13.760><c> so</c> so this fst will be equals to 0.95 fp so so this fst will be equals to 0.95 fp so make<00:04:14.239><c> equilibrium</c><00:04:14.799><c> between</c><00:04:15.200><c> these</c><00:04:15.439><c> two</c> make equilibrium between these two make equilibrium between these two forces<00:04:16.720><c> and</c><00:04:16.959><c> then</c><00:04:17.199><c> rearrange</c><00:04:18.079><c> and</c><00:04:18.239><c> solve</c><00:04:18.560><c> for</c> forces and then rearrange and solve for forces and then rearrange and solve for getting<00:04:19.120><c> the</c><00:04:19.280><c> s</c><00:04:19.840><c> so</c><00:04:20.160><c> let's</c><00:04:20.479><c> get</c><00:04:20.639><c> the</c><00:04:20.880><c> s</c><00:04:21.199><c> equals</c> getting the s so let's get the s equals getting the s so let's get the s equals 0.95<00:04:23.360><c> area</c><00:04:23.919><c> of</c><00:04:24.000><c> the</c><00:04:24.160><c> tension</c><00:04:24.560><c> still</c> 0.95 area of the tension still 0.95 area of the tension still multiplied<00:04:25.520><c> by</c><00:04:25.759><c> the</c><00:04:25.919><c> yield</c><00:04:26.320><c> strength</c><00:04:26.720><c> of</c><00:04:26.800><c> the</c> multiplied by the yield strength of the multiplied by the yield strength of the tension<00:04:27.360><c> steel</c><00:04:28.080><c> divided</c><00:04:28.639><c> by</c><00:04:28.880><c> 0.45</c> tension steel divided by 0.45 tension steel divided by 0.45 fcu<00:04:31.199><c> times</c><00:04:31.680><c> b</c><00:04:31.919><c> which</c><00:04:32.160><c> is</c><00:04:32.320><c> the</c><00:04:32.639><c> width</c><00:04:33.040><c> of</c><00:04:33.120><c> the</c> fcu times b which is the width of the fcu times b which is the width of the rectangular<00:04:34.000><c> cross</c><00:04:34.240><c> section</c><00:04:34.720><c> by</c><00:04:34.880><c> doing</c><00:04:35.199><c> that</c> rectangular cross section by doing that rectangular cross section by doing that we<00:04:35.520><c> will</c><00:04:35.600><c> be</c><00:04:35.759><c> able</c><00:04:36.000><c> to</c><00:04:36.080><c> get</c><00:04:36.320><c> the</c><00:04:36.960><c> s</c> we will be able to get the s we will be able to get the s so<00:04:37.919><c> once</c><00:04:38.240><c> we</c><00:04:38.400><c> get</c><00:04:38.560><c> the</c><00:04:38.720><c> s</c><00:04:38.960><c> we</c><00:04:39.120><c> can</c><00:04:39.280><c> get</c><00:04:39.440><c> the</c><00:04:39.759><c> x</c> so once we get the s we can get the x so once we get the s we can get the x which<00:04:40.240><c> is</c><00:04:40.400><c> the</c><00:04:40.479><c> distance</c><00:04:40.880><c> from</c><00:04:41.120><c> the</c> which is the distance from the which is the distance from the compression<00:04:41.759><c> to</c><00:04:41.919><c> the</c><00:04:42.000><c> neutral</c><00:04:42.479><c> axis</c><00:04:42.880><c> equals</c> compression to the neutral axis equals compression to the neutral axis equals s<00:04:44.479><c> divided</c><00:04:45.040><c> by</c><00:04:45.280><c> 0.9</c><00:04:45.919><c> so</c><00:04:46.080><c> we</c><00:04:46.240><c> can</c><00:04:46.400><c> get</c><00:04:46.639><c> the</c><00:04:47.199><c> x</c> s divided by 0.9 so we can get the x s divided by 0.9 so we can get the x after<00:04:48.720><c> we</c><00:04:49.199><c> get</c><00:04:49.440><c> the</c><00:04:49.759><c> s</c><00:04:50.080><c> and</c><00:04:50.240><c> the</c><00:04:50.400><c> x</c><00:04:50.880><c> let's</c><00:04:51.280><c> check</c> after we get the s and the x let's check after we get the s and the x let's check if<00:04:52.880><c> our</c><00:04:53.199><c> first</c><00:04:53.600><c> assumption</c><00:04:54.160><c> in</c><00:04:54.400><c> step</c><00:04:54.720><c> number</c> if our first assumption in step number if our first assumption in step number one<00:04:55.199><c> is</c><00:04:55.360><c> correct</c><00:04:55.759><c> or</c><00:04:55.840><c> not</c><00:04:56.080><c> let's</c><00:04:56.479><c> check</c><00:04:56.720><c> if</c><00:04:56.880><c> the</c> one is correct or not let's check if the one is correct or not let's check if the steel<00:04:57.440><c> yields</c><00:04:57.919><c> or</c><00:04:58.160><c> if</c><00:04:58.400><c> the</c><00:04:58.560><c> steel</c><00:04:58.800><c> does</c><00:04:59.040><c> not</c> steel yields or if the steel does not steel yields or if the steel does not yield<00:04:59.919><c> how</c><00:05:00.080><c> to</c><00:05:00.240><c> do</c><00:05:00.400><c> that</c><00:05:00.960><c> we</c><00:05:01.120><c> can</c><00:05:01.440><c> check</c><00:05:01.680><c> it</c> yield how to do that we can check it yield how to do that we can check it using<00:05:02.560><c> one</c><00:05:02.800><c> of</c><00:05:02.960><c> the</c><00:05:03.120><c> following</c><00:05:03.440><c> two</c><00:05:03.600><c> methods</c> using one of the following two methods using one of the following two methods the<00:05:04.080><c> first</c><00:05:04.479><c> one</c><00:05:04.800><c> from</c><00:05:04.960><c> the</c><00:05:05.199><c> strain</c> the first one from the strain the first one from the strain distribution<00:05:06.720><c> from</c><00:05:07.360><c> similarity</c><00:05:07.919><c> of</c> distribution from similarity of distribution from similarity of triangles<00:05:08.720><c> here</c><00:05:08.960><c> we</c><00:05:09.120><c> can</c><00:05:09.360><c> calculate</c><00:05:09.919><c> the</c> triangles here we can calculate the triangles here we can calculate the strain<00:05:10.479><c> in</c><00:05:10.639><c> the</c><00:05:10.800><c> tension</c><00:05:11.199><c> still</c> strain in the tension still strain in the tension still and<00:05:12.560><c> if</c><00:05:12.720><c> the</c><00:05:12.880><c> strain</c><00:05:13.280><c> is</c><00:05:13.440><c> tension</c><00:05:13.840><c> still</c> and if the strain is tension still and if the strain is tension still is<00:05:15.680><c> greater</c><00:05:16.240><c> than</c> is greater than is greater than the<00:05:17.680><c> yield</c><00:05:18.160><c> strain</c><00:05:18.639><c> of</c><00:05:18.800><c> the</c><00:05:19.120><c> steel</c> the yield strain of the steel the yield strain of the steel reinforcement<00:05:20.400><c> which</c><00:05:20.720><c> is</c><00:05:21.120><c> 0.002</c><00:05:22.479><c> in</c><00:05:22.639><c> case</c><00:05:22.960><c> of</c> reinforcement which is 0.002 in case of reinforcement which is 0.002 in case of 460 460 460 steel steel steel therefore<00:05:28.479><c> if</c><00:05:28.720><c> the</c> therefore if the therefore if the strain<00:05:30.320><c> in</c><00:05:30.400><c> the</c><00:05:30.560><c> steel</c><00:05:30.880><c> is</c><00:05:31.039><c> greater</c><00:05:31.440><c> than</c><00:05:31.600><c> the</c> strain in the steel is greater than the strain in the steel is greater than the yield<00:05:32.080><c> strain</c><00:05:32.400><c> it</c><00:05:32.560><c> means</c><00:05:32.800><c> the</c><00:05:32.880><c> tension</c><00:05:33.280><c> still</c> yield strain it means the tension still yield strain it means the tension still yields<00:05:34.080><c> so</c><00:05:34.320><c> our</c><00:05:34.560><c> assumption</c><00:05:35.039><c> will</c><00:05:35.120><c> be</c><00:05:35.280><c> correct</c> yields so our assumption will be correct yields so our assumption will be correct the<00:05:36.960><c> second</c><00:05:37.360><c> method</c><00:05:37.680><c> to</c><00:05:37.840><c> do</c><00:05:38.000><c> that</c><00:05:38.320><c> we</c><00:05:38.479><c> can</c> the second method to do that we can the second method to do that we can compare<00:05:39.680><c> the</c><00:05:39.919><c> x</c><00:05:40.240><c> with</c><00:05:40.400><c> the</c><00:05:40.560><c> x</c><00:05:40.800><c> balance</c> compare the x with the x balance compare the x with the x balance if<00:05:42.400><c> the</c><00:05:42.800><c> x</c><00:05:43.120><c> balance</c><00:05:43.520><c> the</c><00:05:43.759><c> x</c><00:05:44.080><c> we</c><00:05:44.240><c> calculated</c> if the x balance the x we calculated if the x balance the x we calculated here<00:05:45.360><c> is</c><00:05:45.520><c> less</c><00:05:45.840><c> than</c><00:05:46.160><c> x</c><00:05:46.400><c> balanced</c><00:05:47.440><c> which</c><00:05:47.680><c> is</c> here is less than x balanced which is here is less than x balanced which is 0.615<00:05:49.199><c> d</c> 0.615 d 0.615 d so<00:05:50.639><c> it</c><00:05:50.800><c> means</c><00:05:51.360><c> also</c><00:05:51.919><c> the</c><00:05:52.240><c> tension</c><00:05:52.720><c> still</c> so it means also the tension still so it means also the tension still yields<00:05:53.520><c> and</c><00:05:53.759><c> our</c><00:05:54.080><c> first</c><00:05:54.479><c> assumption</c><00:05:55.280><c> is</c> yields and our first assumption is yields and our first assumption is correct<00:05:55.919><c> and</c><00:05:56.080><c> the</c><00:05:56.240><c> calculation</c><00:05:56.800><c> of</c><00:05:57.120><c> s</c><00:05:57.360><c> and</c><00:05:57.600><c> x</c> correct and the calculation of s and x correct and the calculation of s and x also<00:05:58.800><c> they</c><00:05:59.039><c> are</c><00:05:59.199><c> correct</c><00:06:00.080><c> okay</c> also they are correct okay also they are correct okay so so so assume<00:06:02.240><c> tension</c><00:06:02.639><c> still</c><00:06:02.960><c> yields</c><00:06:03.520><c> calculate</c><00:06:04.080><c> s</c> assume tension still yields calculate s assume tension still yields calculate s calculate<00:06:05.039><c> x</c><00:06:05.360><c> then</c><00:06:05.600><c> we</c><00:06:05.759><c> can</c><00:06:06.160><c> check</c><00:06:06.639><c> if</c><00:06:06.800><c> the</c> calculate x then we can check if the calculate x then we can check if the tension<00:06:07.280><c> is</c><00:06:07.360><c> still</c><00:06:07.600><c> yields</c><00:06:07.919><c> or</c><00:06:08.080><c> not</c><00:06:08.560><c> if</c><00:06:08.720><c> the</c><00:06:08.960><c> x</c> tension is still yields or not if the x tension is still yields or not if the x is<00:06:09.360><c> less</c><00:06:09.600><c> than</c><00:06:09.840><c> x</c><00:06:10.080><c> balanced</c><00:06:10.560><c> which</c><00:06:10.800><c> is</c><00:06:10.880><c> the</c> is less than x balanced which is the is less than x balanced which is the easier<00:06:11.360><c> way</c> easier way easier way to<00:06:12.479><c> make</c><00:06:12.720><c> you</c><00:06:12.880><c> a</c><00:06:13.039><c> check</c><00:06:13.360><c> it</c><00:06:13.520><c> means</c><00:06:13.759><c> your</c> to make you a check it means your to make you a check it means your assumption<00:06:14.639><c> is</c><00:06:14.800><c> correct</c><00:06:15.360><c> and</c><00:06:15.440><c> then</c><00:06:15.680><c> you</c><00:06:15.840><c> can</c> assumption is correct and then you can assumption is correct and then you can go go go for<00:06:17.600><c> calculating</c><00:06:18.319><c> the</c> for calculating the for calculating the capacity<00:06:19.680><c> of</c> capacity of capacity of the<00:06:20.400><c> cross</c><00:06:20.720><c> section</c><00:06:20.960><c> the</c><00:06:21.120><c> capacity</c><00:06:21.520><c> of</c><00:06:21.600><c> the</c> the cross section the capacity of the the cross section the capacity of the cross<00:06:21.919><c> section</c><00:06:22.639><c> can</c><00:06:22.800><c> be</c><00:06:22.960><c> calculated</c><00:06:23.440><c> by</c> cross section can be calculated by cross section can be calculated by taking<00:06:24.000><c> moment</c><00:06:24.400><c> at</c><00:06:24.560><c> the</c><00:06:24.880><c> compression</c><00:06:25.520><c> side</c> taking moment at the compression side taking moment at the compression side or<00:06:26.720><c> even</c><00:06:27.039><c> at</c><00:06:27.120><c> the</c><00:06:27.280><c> tension</c><00:06:27.680><c> side</c><00:06:28.240><c> let's</c><00:06:28.479><c> take</c> or even at the tension side let's take or even at the tension side let's take it<00:06:28.800><c> as</c><00:06:28.880><c> a</c><00:06:28.960><c> compression</c><00:06:29.440><c> side</c><00:06:29.680><c> in</c><00:06:29.840><c> this</c><00:06:30.000><c> case</c><00:06:30.240><c> so</c> it as a compression side in this case so it as a compression side in this case so if<00:06:30.479><c> you</c><00:06:30.639><c> take</c><00:06:30.800><c> a</c><00:06:30.880><c> moment</c><00:06:31.280><c> here</c><00:06:31.600><c> equals</c><00:06:32.400><c> force</c> if you take a moment here equals force if you take a moment here equals force times times times lever<00:06:34.960><c> arm</c><00:06:35.280><c> force</c><00:06:35.600><c> times</c><00:06:35.919><c> distance</c><00:06:36.720><c> so</c><00:06:36.960><c> the</c> lever arm force times distance so the lever arm force times distance so the capacity<00:06:37.840><c> m</c><00:06:38.080><c> ultimate</c><00:06:38.560><c> equals</c> capacity m ultimate equals capacity m ultimate equals f<00:06:40.080><c> capital</c><00:06:40.639><c> st</c><00:06:41.120><c> which</c><00:06:41.360><c> is</c><00:06:41.600><c> 0.95</c><00:06:42.560><c> f</c><00:06:42.800><c> field</c><00:06:43.280><c> s</c><00:06:43.680><c> t</c> f capital st which is 0.95 f field s t f capital st which is 0.95 f field s t times<00:06:44.800><c> z</c><00:06:45.199><c> and</c><00:06:45.440><c> z</c><00:06:45.759><c> in</c><00:06:45.840><c> this</c><00:06:46.080><c> case</c><00:06:46.400><c> equals</c><00:06:47.120><c> the</c> times z and z in this case equals the times z and z in this case equals the total<00:06:47.919><c> depth</c><00:06:48.479><c> effective</c><00:06:49.039><c> depth</c><00:06:49.840><c> minus</c><00:06:50.720><c> s</c><00:06:51.120><c> over</c> total depth effective depth minus s over total depth effective depth minus s over two<00:06:52.080><c> so</c><00:06:52.319><c> this</c><00:06:52.560><c> distance</c><00:06:53.120><c> z</c><00:06:53.440><c> equals</c><00:06:53.759><c> d</c><00:06:54.000><c> minus</c><00:06:54.479><c> s</c> two so this distance z equals d minus s two so this distance z equals d minus s over<00:06:55.039><c> two</c> over two over two and and and from<00:06:56.960><c> this</c><00:06:57.199><c> equation</c><00:06:57.680><c> you</c><00:06:57.840><c> can</c><00:06:58.000><c> get</c><00:06:58.160><c> the</c> from this equation you can get the from this equation you can get the moment<00:06:58.960><c> in</c><00:06:59.039><c> newton</c><00:06:59.440><c> millimeter</c><00:07:00.479><c> if</c><00:07:00.639><c> you</c><00:07:00.720><c> want</c> moment in newton millimeter if you want moment in newton millimeter if you want to<00:07:01.039><c> get</c><00:07:01.199><c> it</c><00:07:01.360><c> in</c><00:07:01.520><c> kilo</c><00:07:01.759><c> newton</c><00:07:02.080><c> meter</c><00:07:02.479><c> divide</c><00:07:02.880><c> by</c> to get it in kilo newton meter divide by to get it in kilo newton meter divide by 10<00:07:03.199><c> to</c><00:07:03.360><c> the</c><00:07:03.360><c> power</c><00:07:03.680><c> 6</c><00:07:04.240><c> okay</c> 10 to the power 6 okay 10 to the power 6 okay this<00:07:05.360><c> is</c><00:07:05.919><c> assuming</c><00:07:06.479><c> that</c><00:07:06.639><c> the</c><00:07:06.800><c> tension</c><00:07:07.120><c> still</c> this is assuming that the tension still this is assuming that the tension still is<00:07:07.599><c> already</c><00:07:07.919><c> yielded</c><00:07:08.319><c> and</c><00:07:08.479><c> we</c><00:07:08.639><c> check</c><00:07:08.960><c> that</c><00:07:09.199><c> the</c> is already yielded and we check that the is already yielded and we check that the steel<00:07:09.680><c> is</c><00:07:09.840><c> yielding</c><00:07:10.720><c> but</c><00:07:10.960><c> you</c><00:07:11.360><c> may</c><00:07:11.759><c> have</c> steel is yielding but you may have steel is yielding but you may have another<00:07:12.960><c> case</c> another case another case and<00:07:14.319><c> step</c><00:07:14.639><c> number</c><00:07:15.039><c> two</c><00:07:15.440><c> if</c><00:07:15.599><c> you</c><00:07:15.840><c> checked</c><00:07:16.160><c> the</c> and step number two if you checked the and step number two if you checked the steel<00:07:17.039><c> yielding</c><00:07:17.520><c> or</c><00:07:17.599><c> not</c><00:07:17.919><c> and</c><00:07:18.000><c> you</c><00:07:18.160><c> found</c><00:07:18.479><c> that</c> steel yielding or not and you found that steel yielding or not and you found that the<00:07:19.440><c> steel</c><00:07:19.759><c> is</c><00:07:19.919><c> not</c><00:07:20.160><c> yielding</c><00:07:21.039><c> if</c><00:07:21.280><c> you</c><00:07:21.520><c> found</c> the steel is not yielding if you found the steel is not yielding if you found that<00:07:22.000><c> the</c><00:07:22.160><c> x</c><00:07:22.400><c> is</c><00:07:22.560><c> greater</c><00:07:22.960><c> than</c><00:07:23.199><c> x</c><00:07:23.440><c> value</c><00:07:24.160><c> or</c> that the x is greater than x value or that the x is greater than x value or the<00:07:24.560><c> strain</c><00:07:24.880><c> in</c><00:07:24.960><c> the</c><00:07:25.120><c> tension</c><00:07:25.599><c> steel</c><00:07:25.919><c> is</c><00:07:26.160><c> less</c> the strain in the tension steel is less the strain in the tension steel is less than<00:07:26.720><c> the</c><00:07:26.880><c> yield</c><00:07:27.280><c> strain</c><00:07:27.599><c> so</c><00:07:27.919><c> this</c><00:07:28.160><c> means</c><00:07:28.880><c> that</c> than the yield strain so this means that than the yield strain so this means that the<00:07:29.280><c> tension</c><00:07:29.599><c> is</c><00:07:29.759><c> still</c><00:07:30.400><c> is</c><00:07:30.560><c> not</c><00:07:30.800><c> yielding</c><00:07:31.280><c> so</c> the tension is still is not yielding so the tension is still is not yielding so what<00:07:31.599><c> to</c><00:07:31.759><c> do</c><00:07:32.000><c> in</c><00:07:32.080><c> this</c><00:07:32.319><c> case</c> what to do in this case what to do in this case if<00:07:34.240><c> the</c><00:07:34.400><c> tension</c><00:07:34.720><c> still</c><00:07:35.120><c> is</c><00:07:35.199><c> not</c><00:07:35.440><c> yielding</c><00:07:35.919><c> it</c> if the tension still is not yielding it if the tension still is not yielding it means<00:07:36.720><c> the</c><00:07:37.120><c> first</c><00:07:37.520><c> assumption</c><00:07:38.000><c> in</c><00:07:38.160><c> step</c> means the first assumption in step means the first assumption in step number<00:07:38.720><c> one</c><00:07:39.039><c> is</c><00:07:39.440><c> not</c><00:07:39.680><c> correct</c><00:07:40.639><c> and</c><00:07:40.800><c> therefore</c> number one is not correct and therefore number one is not correct and therefore the<00:07:41.520><c> s</c><00:07:41.759><c> and</c><00:07:42.000><c> x</c><00:07:42.240><c> that</c><00:07:42.400><c> we</c><00:07:42.560><c> calculated</c><00:07:43.199><c> also</c><00:07:43.440><c> they</c> the s and x that we calculated also they the s and x that we calculated also they are<00:07:43.759><c> not</c><00:07:44.000><c> correct</c><00:07:44.479><c> so</c><00:07:44.639><c> we</c><00:07:44.800><c> have</c><00:07:44.960><c> to</c> are not correct so we have to are not correct so we have to recalculate<00:07:45.840><c> s</c><00:07:46.080><c> and</c><00:07:46.319><c> x</c><00:07:46.560><c> again</c> recalculate s and x again recalculate s and x again so<00:07:47.759><c> recalculate</c><00:07:48.479><c> x</c> so recalculate x so recalculate x but<00:07:49.520><c> in</c><00:07:49.599><c> this</c><00:07:49.840><c> case</c><00:07:50.400><c> the</c><00:07:50.800><c> value</c><00:07:51.120><c> of</c><00:07:51.360><c> f</c><00:07:51.680><c> c</c><00:07:51.840><c> t</c><00:07:52.160><c> we</c> but in this case the value of f c t we but in this case the value of f c t we will<00:07:52.479><c> get</c><00:07:52.639><c> it</c><00:07:52.800><c> from</c> will get it from will get it from strain<00:07:54.479><c> distribution</c><00:07:55.280><c> here</c> strain distribution here strain distribution here so<00:07:56.800><c> f</c><00:07:56.800><c> fst</c><00:07:57.520><c> equals</c><00:07:58.000><c> the</c><00:07:58.160><c> modulus</c><00:07:58.639><c> or</c><00:07:58.800><c> the</c> so f fst equals the modulus or the so f fst equals the modulus or the system<00:07:59.199><c> of</c><00:07:59.280><c> the</c><00:07:59.440><c> steel</c><00:07:59.840><c> times</c><00:08:00.240><c> the</c><00:08:00.400><c> strain</c><00:08:00.879><c> and</c> system of the steel times the strain and system of the steel times the strain and the<00:08:01.199><c> strain</c><00:08:01.520><c> we</c><00:08:01.680><c> can</c><00:08:01.840><c> get</c><00:08:02.080><c> it</c><00:08:02.160><c> from</c><00:08:02.319><c> the</c><00:08:02.479><c> strain</c> the strain we can get it from the strain the strain we can get it from the strain distribution<00:08:03.840><c> so</c><00:08:04.479><c> by</c><00:08:04.879><c> multiplying</c><00:08:05.680><c> the</c> distribution so by multiplying the distribution so by multiplying the moderators<00:08:07.120><c> or</c><00:08:07.280><c> 60</c><00:08:07.680><c> to</c><00:08:07.840><c> 100</c><00:08:08.240><c> 000</c> moderators or 60 to 100 000 moderators or 60 to 100 000 multiplied<00:08:09.840><c> by</c><00:08:10.080><c> the</c><00:08:10.240><c> strain</c><00:08:10.720><c> which</c><00:08:10.879><c> is</c><00:08:11.039><c> this</c> multiplied by the strain which is this multiplied by the strain which is this value<00:08:11.759><c> we</c><00:08:11.919><c> can</c><00:08:12.080><c> get</c><00:08:12.319><c> it</c><00:08:12.479><c> from</c><00:08:12.639><c> this</c><00:08:12.879><c> equation</c> value we can get it from this equation value we can get it from this equation 700<00:08:14.160><c> times</c><00:08:14.479><c> d</c><00:08:14.639><c> minus</c><00:08:15.039><c> x</c><00:08:15.280><c> over</c><00:08:15.919><c> x</c> 700 times d minus x over x 700 times d minus x over x and<00:08:16.960><c> then</c><00:08:17.199><c> again</c><00:08:17.520><c> we'll</c><00:08:17.680><c> make</c><00:08:17.919><c> equilibrium</c> and then again we'll make equilibrium and then again we'll make equilibrium equilibrium<00:08:19.759><c> compression</c><00:08:20.240><c> force</c><00:08:20.639><c> equals</c><00:08:21.039><c> the</c> equilibrium compression force equals the equilibrium compression force equals the tension<00:08:21.599><c> force</c><00:08:22.240><c> the</c><00:08:22.400><c> compression</c><00:08:22.960><c> force</c><00:08:23.360><c> no</c> tension force the compression force no tension force the compression force no change<00:08:24.560><c> as</c><00:08:24.720><c> we</c><00:08:24.960><c> did</c><00:08:25.120><c> in</c><00:08:25.280><c> the</c><00:08:25.360><c> first</c><00:08:25.919><c> step</c><00:08:26.639><c> the</c> change as we did in the first step the change as we did in the first step the change<00:08:27.280><c> here</c><00:08:27.440><c> it</c><00:08:27.599><c> will</c><00:08:27.759><c> be</c><00:08:28.000><c> the</c><00:08:28.240><c> area</c><00:08:28.639><c> is</c><00:08:28.800><c> t</c> change here it will be the area is t change here it will be the area is t times<00:08:29.680><c> fst</c><00:08:30.479><c> and</c><00:08:30.639><c> fst</c><00:08:31.520><c> will</c><00:08:31.759><c> be</c><00:08:32.000><c> 700</c><00:08:32.719><c> d</c><00:08:32.880><c> minus</c><00:08:33.279><c> x</c> times fst and fst will be 700 d minus x times fst and fst will be 700 d minus x over<00:08:33.760><c> x</c><00:08:34.479><c> and</c><00:08:35.039><c> you</c><00:08:35.599><c> from</c><00:08:35.919><c> this</c><00:08:36.159><c> equation</c><00:08:36.880><c> you</c> over x and you from this equation you over x and you from this equation you can<00:08:37.360><c> solve</c><00:08:37.680><c> and</c><00:08:37.839><c> you</c><00:08:37.919><c> can</c><00:08:38.080><c> get</c><00:08:38.320><c> the</c><00:08:39.039><c> value</c><00:08:39.440><c> of</c><00:08:39.680><c> x</c> can solve and you can get the value of x can solve and you can get the value of x once<00:08:40.479><c> we</c><00:08:40.640><c> get</c><00:08:40.800><c> the</c><00:08:41.039><c> x</c><00:08:41.519><c> no</c><00:08:41.680><c> need</c><00:08:41.919><c> again</c><00:08:42.159><c> to</c><00:08:42.320><c> check</c> once we get the x no need again to check once we get the x no need again to check anymore<00:08:42.959><c> because</c><00:08:43.279><c> we</c><00:08:43.440><c> know</c><00:08:43.599><c> that</c><00:08:43.760><c> the</c><00:08:43.919><c> steel</c> anymore because we know that the steel anymore because we know that the steel is<00:08:44.240><c> not</c><00:08:44.399><c> yielding</c><00:08:45.040><c> once</c><00:08:45.279><c> we</c><00:08:45.440><c> get</c><00:08:45.680><c> x</c><00:08:45.920><c> we</c><00:08:46.000><c> can</c><00:08:46.160><c> go</c> is not yielding once we get x we can go is not yielding once we get x we can go directly<00:08:46.800><c> to</c><00:08:46.880><c> calculate</c><00:08:47.680><c> the</c><00:08:47.839><c> capacity</c><00:08:48.320><c> of</c> directly to calculate the capacity of directly to calculate the capacity of the<00:08:48.560><c> cross</c><00:08:48.880><c> section</c><00:08:49.279><c> m</c><00:08:49.519><c> ultimate</c><00:08:50.240><c> and</c><00:08:50.560><c> in</c><00:08:50.640><c> this</c> the cross section m ultimate and in this the cross section m ultimate and in this case<00:08:51.120><c> let's</c><00:08:51.360><c> calculate</c><00:08:51.839><c> it</c><00:08:51.920><c> from</c><00:08:52.080><c> the</c> case let's calculate it from the case let's calculate it from the compression<00:08:52.800><c> side</c><00:08:53.279><c> f</c><00:08:53.519><c> c</c><00:08:53.680><c> c</c><00:08:54.000><c> times</c><00:08:54.800><c> z</c> compression side f c c times z compression side f c c times z f<00:08:56.160><c> c</c><00:08:56.399><c> c</c><00:08:56.640><c> equals</c><00:08:56.959><c> 0.45</c><00:08:57.760><c> fcu</c><00:08:58.320><c> b</c><00:08:58.560><c> times</c><00:08:59.279><c> 0.9</c><00:08:59.920><c> x</c> f c c equals 0.45 fcu b times 0.9 x f c c equals 0.45 fcu b times 0.9 x which<00:09:00.399><c> is</c><00:09:00.560><c> s</c><00:09:01.120><c> times</c><00:09:01.440><c> d</c><00:09:01.600><c> minus</c><00:09:02.399><c> s</c><00:09:02.720><c> over</c><00:09:03.279><c> 2.</c> which is s times d minus s over 2. which is s times d minus s over 2. if<00:09:04.720><c> someone</c><00:09:05.120><c> said</c><00:09:05.360><c> ok</c><00:09:05.680><c> why</c><00:09:05.920><c> we</c><00:09:06.080><c> do</c><00:09:06.160><c> not</c> if someone said ok why we do not if someone said ok why we do not calculate<00:09:06.959><c> the</c><00:09:07.519><c> capacity</c><00:09:08.000><c> from</c><00:09:08.160><c> the</c><00:09:08.320><c> tension</c> calculate the capacity from the tension calculate the capacity from the tension side<00:09:08.959><c> we</c><00:09:09.120><c> take</c><00:09:09.279><c> a</c><00:09:09.360><c> moment</c><00:09:09.600><c> here</c><00:09:09.839><c> yes</c><00:09:10.160><c> you</c><00:09:10.320><c> still</c> side we take a moment here yes you still side we take a moment here yes you still can<00:09:10.800><c> take</c><00:09:10.959><c> the</c><00:09:11.120><c> moment</c><00:09:11.519><c> here</c><00:09:12.320><c> it</c><00:09:12.480><c> will</c><00:09:12.640><c> be</c><00:09:12.800><c> fst</c> can take the moment here it will be fst can take the moment here it will be fst times<00:09:13.839><c> ast</c><00:09:14.320><c> but</c><00:09:14.560><c> in</c><00:09:14.720><c> this</c><00:09:14.880><c> case</c><00:09:15.200><c> don't</c> times ast but in this case don't times ast but in this case don't substitute<00:09:17.600><c> fsct</c><00:09:18.320><c> by</c><00:09:18.800><c> 0.95</c><00:09:19.680><c> field</c><00:09:20.320><c> you</c><00:09:20.480><c> have</c> substitute fsct by 0.95 field you have substitute fsct by 0.95 field you have to<00:09:20.720><c> calculate</c><00:09:21.120><c> the</c><00:09:21.279><c> stress</c><00:09:22.160><c> and</c><00:09:22.320><c> the</c><00:09:22.480><c> steer</c> to calculate the stress and the steer to calculate the stress and the steer reinforcement<00:09:24.000><c> as</c><00:09:24.320><c> is</c><00:09:24.720><c> and</c><00:09:24.880><c> it</c><00:09:25.040><c> will</c><00:09:25.200><c> be</c><00:09:25.519><c> less</c> reinforcement as is and it will be less reinforcement as is and it will be less than<00:09:26.000><c> the</c><00:09:26.320><c> yield</c><00:09:26.800><c> strength</c> than the yield strength than the yield strength of<00:09:28.240><c> the</c><00:09:28.399><c> steel</c><00:09:28.640><c> reinforcement</c><00:09:29.440><c> so</c><00:09:29.680><c> it</c><00:09:29.839><c> is</c> of the steel reinforcement so it is of the steel reinforcement so it is easier<00:09:30.720><c> and</c><00:09:30.959><c> just</c><00:09:31.200><c> not</c><00:09:31.440><c> to</c><00:09:31.600><c> not</c><00:09:31.760><c> get</c><00:09:32.320><c> confused</c> easier and just not to not get confused easier and just not to not get confused when<00:09:33.120><c> you</c><00:09:33.279><c> have</c><00:09:33.920><c> the</c><00:09:34.080><c> steel</c><00:09:34.399><c> is</c><00:09:34.480><c> not</c><00:09:34.720><c> yielding</c> when you have the steel is not yielding when you have the steel is not yielding so<00:09:35.279><c> it</c><00:09:35.360><c> is</c><00:09:35.440><c> better</c><00:09:35.760><c> to</c><00:09:35.920><c> calculate</c><00:09:36.320><c> it</c><00:09:36.480><c> from</c><00:09:36.800><c> the</c> so it is better to calculate it from the so it is better to calculate it from the capacity<00:09:37.440><c> from</c><00:09:37.600><c> the</c><00:09:37.680><c> compression</c><00:09:38.240><c> side</c><00:09:38.800><c> f</c><00:09:39.120><c> c</c><00:09:39.279><c> c</c> capacity from the compression side f c c capacity from the compression side f c c times<00:09:40.160><c> z</c><00:09:40.480><c> which</c><00:09:40.640><c> is</c><00:09:40.800><c> d</c><00:09:40.959><c> minus</c><00:09:41.360><c> s</c><00:09:41.600><c> over</c><00:09:41.920><c> two</c><00:09:42.399><c> okay</c> times z which is d minus s over two okay times z which is d minus s over two okay so<00:09:43.360><c> these</c><00:09:43.680><c> are</c><00:09:43.920><c> three</c><00:09:44.240><c> easy</c><00:09:44.560><c> steps</c> so these are three easy steps so these are three easy steps uh<00:09:45.839><c> you</c><00:09:46.000><c> can</c><00:09:46.240><c> follow</c><00:09:46.640><c> to</c><00:09:47.040><c> analyze</c><00:09:47.760><c> any</c><00:09:48.399><c> single</c> uh you can follow to analyze any single uh you can follow to analyze any single reinforced<00:09:49.519><c> rectangular</c><00:09:50.160><c> section</c> reinforced rectangular section reinforced rectangular section calculating<00:09:51.680><c> s</c> calculating s calculating s by<00:09:52.720><c> making</c><00:09:53.120><c> equilibrium</c><00:09:54.240><c> checking</c><00:09:54.959><c> and</c> by making equilibrium checking and by making equilibrium checking and calculating<00:09:55.760><c> the</c><00:09:55.920><c> capacity</c><00:09:56.720><c> if</c><00:09:56.880><c> the</c><00:09:57.040><c> steel</c><00:09:57.360><c> is</c> calculating the capacity if the steel is calculating the capacity if the steel is not<00:09:57.680><c> yielding</c><00:09:58.080><c> we</c><00:09:58.240><c> have</c><00:09:58.399><c> to</c><00:09:58.560><c> recalculate</c><00:09:59.200><c> s</c> not yielding we have to recalculate s not yielding we have to recalculate s again<00:10:00.080><c> and</c><00:10:00.320><c> we</c><00:10:00.560><c> replace</c><00:10:01.040><c> the</c><00:10:01.600><c> stress</c><00:10:02.079><c> in</c><00:10:02.160><c> the</c> again and we replace the stress in the again and we replace the stress in the steel<00:10:02.640><c> by</c><00:10:02.800><c> 700</c><00:10:03.519><c> times</c><00:10:03.760><c> d</c><00:10:03.920><c> minus</c><00:10:04.240><c> x</c><00:10:04.480><c> over</c><00:10:04.800><c> x</c><00:10:05.360><c> and</c> steel by 700 times d minus x over x and steel by 700 times d minus x over x and then<00:10:05.839><c> calculate</c><00:10:06.480><c> x</c><00:10:06.800><c> again</c><00:10:07.279><c> and</c><00:10:07.440><c> then</c><00:10:07.760><c> we</c> then calculate x again and then we then calculate x again and then we calculate<00:10:08.560><c> the</c><00:10:08.720><c> capacity</c><00:10:09.200><c> of</c><00:10:09.279><c> the</c><00:10:09.440><c> cross</c> calculate the capacity of the cross calculate the capacity of the cross section<00:10:10.480><c> okay</c> section okay section okay let's<00:10:12.160><c> uh</c><00:10:12.560><c> understand</c><00:10:13.200><c> this</c><00:10:13.519><c> more</c><00:10:13.839><c> by</c> let's uh understand this more by let's uh understand this more by solving<00:10:15.839><c> two</c><00:10:16.079><c> examples</c><00:10:16.560><c> together</c><00:10:17.040><c> the</c><00:10:17.200><c> first</c> solving two examples together the first solving two examples together the first example<00:10:18.079><c> here</c> example here example here we<00:10:19.040><c> have</c><00:10:19.200><c> a</c><00:10:19.279><c> cross-section</c><00:10:20.079><c> rectangular</c> we have a cross-section rectangular we have a cross-section rectangular cross-section<00:10:21.200><c> with</c><00:10:21.440><c> oh</c><00:10:21.680><c> it's</c><00:10:22.000><c> 300</c> cross-section with oh it's 300 cross-section with oh it's 300 millimeter<00:10:23.519><c> area</c><00:10:23.839><c> of</c><00:10:23.920><c> the</c><00:10:24.079><c> steel</c><00:10:24.399><c> is</c><00:10:24.480><c> given</c> millimeter area of the steel is given millimeter area of the steel is given the<00:10:24.959><c> effective</c><00:10:25.440><c> depth</c><00:10:25.760><c> is</c><00:10:26.279><c> 520</c><00:10:27.279><c> millimeter</c><00:10:28.079><c> so</c> the effective depth is 520 millimeter so the effective depth is 520 millimeter so what<00:10:28.480><c> is</c><00:10:28.640><c> required</c><00:10:29.200><c> it</c><00:10:29.360><c> is</c><00:10:29.440><c> required</c><00:10:29.839><c> to</c> what is required it is required to what is required it is required to determine<00:10:30.800><c> the</c><00:10:31.040><c> ultimate</c><00:10:31.360><c> moment</c><00:10:31.760><c> of</c> determine the ultimate moment of determine the ultimate moment of resistance<00:10:32.399><c> of</c><00:10:32.480><c> the</c><00:10:32.720><c> cross</c><00:10:32.959><c> section</c><00:10:33.680><c> if</c><00:10:33.760><c> vcu</c> resistance of the cross section if vcu resistance of the cross section if vcu is<00:10:34.399><c> given</c><00:10:34.720><c> an</c><00:10:34.880><c> field</c><00:10:35.519><c> is</c><00:10:35.680><c> given</c><00:10:36.240><c> so</c><00:10:36.480><c> it</c><00:10:36.640><c> is</c><00:10:36.800><c> a</c> is given an field is given so it is a is given an field is given so it is a straightforward<00:10:37.680><c> problem</c> straightforward problem straightforward problem the<00:10:38.800><c> first</c><00:10:39.200><c> step</c><00:10:39.839><c> we</c><00:10:40.240><c> assume</c><00:10:40.720><c> the</c><00:10:40.880><c> stress</c><00:10:41.279><c> in</c> the first step we assume the stress in the first step we assume the stress in the<00:10:41.519><c> steel</c><00:10:42.160><c> equals</c><00:10:42.640><c> 0.95</c><00:10:43.440><c> f</c><00:10:43.760><c> yield</c><00:10:44.160><c> it</c><00:10:44.240><c> means</c> the steel equals 0.95 f yield it means the steel equals 0.95 f yield it means we<00:10:44.640><c> assume</c><00:10:44.959><c> the</c><00:10:45.200><c> steel</c><00:10:45.519><c> is</c><00:10:45.680><c> yielding</c><00:10:46.399><c> and</c><00:10:46.640><c> then</c> we assume the steel is yielding and then we assume the steel is yielding and then we'll<00:10:47.120><c> make</c><00:10:47.360><c> equilibrium</c><00:10:48.000><c> between</c><00:10:48.399><c> the</c> we'll make equilibrium between the we'll make equilibrium between the compression<00:10:49.440><c> and</c><00:10:49.920><c> the</c><00:10:50.079><c> tension</c><00:10:50.640><c> to</c><00:10:50.800><c> get</c><00:10:51.040><c> the</c><00:10:51.519><c> s</c> compression and the tension to get the s compression and the tension to get the s make<00:10:52.399><c> equilibrium</c><00:10:53.279><c> so</c><00:10:53.600><c> f</c><00:10:54.079><c> sub</c><00:10:54.399><c> cc</c><00:10:54.880><c> equals</c><00:10:55.360><c> f</c> make equilibrium so f sub cc equals f make equilibrium so f sub cc equals f sub<00:10:56.399><c> st</c> sub st sub st and<00:10:57.839><c> by</c><00:10:58.000><c> making</c><00:10:58.320><c> equilibrium</c><00:10:59.040><c> this</c><00:10:59.279><c> is</c><00:10:59.440><c> a</c> and by making equilibrium this is a and by making equilibrium this is a compression<00:11:00.160><c> fcc</c><00:11:00.880><c> this</c><00:11:01.120><c> is</c><00:11:01.279><c> a</c><00:11:01.760><c> tension</c><00:11:02.240><c> in</c><00:11:02.320><c> the</c> compression fcc this is a tension in the compression fcc this is a tension in the steel<00:11:03.200><c> the</c><00:11:03.440><c> only</c><00:11:03.680><c> unknown</c><00:11:04.079><c> will</c><00:11:04.240><c> be</c><00:11:04.480><c> s</c><00:11:04.720><c> so</c><00:11:04.800><c> we</c> steel the only unknown will be s so we steel the only unknown will be s so we can<00:11:05.040><c> calculate</c><00:11:05.519><c> this</c><00:11:06.240><c> so</c><00:11:06.480><c> the</c><00:11:06.640><c> s</c><00:11:07.040><c> equals</c> can calculate this so the s equals can calculate this so the s equals 159<00:11:09.040><c> millimeter</c><00:11:10.000><c> once</c><00:11:10.240><c> you</c><00:11:10.399><c> calculate</c><00:11:10.800><c> the</c><00:11:10.959><c> s</c> 159 millimeter once you calculate the s 159 millimeter once you calculate the s we<00:11:11.279><c> can</c><00:11:11.440><c> calculate</c><00:11:11.839><c> the</c><00:11:12.000><c> x</c><00:11:12.320><c> just</c><00:11:12.560><c> divide</c><00:11:12.959><c> the</c><00:11:13.120><c> s</c> we can calculate the x just divide the s we can calculate the x just divide the s by<00:11:13.519><c> .9</c><00:11:14.480><c> so</c><00:11:14.640><c> it</c><00:11:14.800><c> will</c><00:11:14.959><c> be</c> by .9 so it will be by .9 so it will be 177 177 177 millimeter<00:11:18.079><c> so</c><00:11:18.320><c> this</c><00:11:18.560><c> is</c><00:11:18.640><c> the</c><00:11:18.800><c> first</c><00:11:19.120><c> step</c><00:11:19.519><c> we</c> millimeter so this is the first step we millimeter so this is the first step we assume<00:11:20.079><c> the</c><00:11:20.240><c> steel</c><00:11:20.480><c> is</c><00:11:20.640><c> yielding</c><00:11:21.120><c> make</c> assume the steel is yielding make assume the steel is yielding make equilibrium<00:11:22.000><c> get</c><00:11:22.240><c> s</c><00:11:22.480><c> and</c><00:11:22.720><c> x</c> equilibrium get s and x equilibrium get s and x then<00:11:24.160><c> let's</c><00:11:24.640><c> check</c><00:11:24.880><c> if</c><00:11:25.120><c> the</c> then let's check if the then let's check if the steel<00:11:26.240><c> is</c><00:11:26.399><c> yielding</c> steel is yielding steel is yielding as<00:11:27.760><c> we</c><00:11:27.920><c> assumed</c><00:11:28.320><c> or</c><00:11:28.480><c> not</c><00:11:29.040><c> so</c><00:11:29.519><c> in</c><00:11:29.680><c> this</c><00:11:29.920><c> case</c><00:11:30.160><c> i</c> as we assumed or not so in this case i as we assumed or not so in this case i will<00:11:30.480><c> do</c><00:11:30.640><c> it</c><00:11:30.800><c> by</c> will do it by will do it by making making making a<00:11:33.680><c> strain</c><00:11:34.240><c> from</c><00:11:34.480><c> the</c><00:11:34.640><c> strain</c><00:11:35.200><c> distribution</c> a strain from the strain distribution a strain from the strain distribution here<00:11:36.720><c> so</c><00:11:37.120><c> from</c><00:11:37.519><c> the</c><00:11:37.920><c> similarity</c><00:11:38.480><c> of</c><00:11:38.640><c> triangles</c> here so from the similarity of triangles here so from the similarity of triangles you<00:11:39.360><c> can</c><00:11:39.600><c> say</c><00:11:40.000><c> the</c><00:11:40.160><c> horizontal</c><00:11:41.040><c> value</c><00:11:41.440><c> here</c> you can say the horizontal value here you can say the horizontal value here 0.0035 0.0035 0.0035 divided<00:11:44.000><c> by</c> divided by divided by epsilon<00:11:45.440><c> st</c><00:11:45.839><c> so</c><00:11:46.079><c> the</c><00:11:46.240><c> horizontal</c><00:11:46.720><c> divided</c><00:11:47.120><c> by</c> epsilon st so the horizontal divided by epsilon st so the horizontal divided by horizontal<00:11:47.920><c> equals</c><00:11:48.720><c> this</c><00:11:49.040><c> distance</c><00:11:49.519><c> which</c><00:11:49.760><c> is</c> horizontal equals this distance which is horizontal equals this distance which is x<00:11:50.320><c> divided</c><00:11:50.800><c> by</c><00:11:51.040><c> the</c><00:11:51.120><c> distance</c><00:11:51.680><c> here</c><00:11:51.920><c> which</c><00:11:52.079><c> is</c> x divided by the distance here which is x divided by the distance here which is d<00:11:52.480><c> minus</c><00:11:52.880><c> x</c><00:11:53.440><c> rearrange</c><00:11:54.160><c> and</c><00:11:54.320><c> get</c><00:11:54.560><c> the</c><00:11:54.720><c> strain</c> d minus x rearrange and get the strain d minus x rearrange and get the strain in<00:11:55.200><c> the</c><00:11:55.360><c> steel</c><00:11:55.600><c> reinforcement</c><00:11:56.639><c> equals</c><00:11:57.399><c> 0.0035</c> in the steel reinforcement equals 0.0035 in the steel reinforcement equals 0.0035 d<00:11:58.639><c> minus</c><00:11:59.040><c> x</c><00:11:59.279><c> over</c><00:11:59.600><c> x</c><00:12:00.079><c> substitutes</c><00:12:00.800><c> the</c><00:12:00.959><c> d</c><00:12:01.200><c> with</c> d minus x over x substitutes the d with d minus x over x substitutes the d with the<00:12:01.600><c> value</c><00:12:01.959><c> 520</c><00:12:03.040><c> which</c><00:12:03.279><c> is</c><00:12:03.360><c> this</c><00:12:03.600><c> value</c><00:12:03.920><c> here</c> the value 520 which is this value here the value 520 which is this value here and<00:12:05.040><c> x</c><00:12:05.440><c> is</c><00:12:05.519><c> the</c><00:12:05.680><c> value</c><00:12:06.000><c> that</c><00:12:06.160><c> we</c><00:12:06.320><c> calculated</c><00:12:06.880><c> in</c> and x is the value that we calculated in and x is the value that we calculated in step<00:12:07.279><c> number</c><00:12:07.600><c> one</c> step number one step number one and<00:12:08.720><c> x</c><00:12:08.959><c> again</c><00:12:09.360><c> so</c><00:12:09.519><c> we</c><00:12:09.680><c> can</c><00:12:09.839><c> get</c><00:12:10.000><c> the</c><00:12:10.240><c> strain</c><00:12:10.560><c> in</c> and x again so we can get the strain in and x again so we can get the strain in the<00:12:10.880><c> steel</c><00:12:11.040><c> reinforcement</c><00:12:11.760><c> the</c><00:12:11.920><c> strain</c><00:12:12.320><c> here</c> the steel reinforcement the strain here the steel reinforcement the strain here equals<00:12:13.120><c> point</c><00:12:13.440><c> zero</c><00:12:13.839><c> zero</c><00:12:14.560><c> six</c><00:12:14.880><c> seven</c><00:12:15.680><c> this</c> equals point zero zero six seven this equals point zero zero six seven this value<00:12:16.399><c> is</c><00:12:16.560><c> it</c><00:12:16.959><c> greater</c><00:12:17.440><c> than</c> value is it greater than value is it greater than the<00:12:18.639><c> yield</c><00:12:19.040><c> strain</c><00:12:19.440><c> or</c><00:12:19.600><c> less</c><00:12:19.839><c> than</c><00:12:20.000><c> the</c><00:12:20.160><c> yield</c> the yield strain or less than the yield the yield strain or less than the yield strain<00:12:20.720><c> it</c><00:12:20.880><c> is</c><00:12:20.959><c> much</c><00:12:21.279><c> greater</c><00:12:21.600><c> than</c><00:12:21.760><c> the</c><00:12:21.920><c> yield</c> strain it is much greater than the yield strain it is much greater than the yield strain<00:12:22.959><c> because</c><00:12:23.279><c> the</c><00:12:23.440><c> yield</c><00:12:23.760><c> strain</c><00:12:24.240><c> of</c><00:12:24.320><c> the</c> strain because the yield strain of the strain because the yield strain of the steel<00:12:25.360><c> reinforcement</c><00:12:26.240><c> is</c><00:12:26.399><c> about</c><00:12:26.720><c> point</c><00:12:26.959><c> zero</c> steel reinforcement is about point zero steel reinforcement is about point zero zero<00:12:27.600><c> two</c><00:12:28.079><c> and</c><00:12:28.320><c> the</c><00:12:28.480><c> values</c><00:12:28.800><c> that</c><00:12:28.959><c> we</c><00:12:29.120><c> have</c> zero two and the values that we have zero two and the values that we have point<00:12:29.760><c> zero</c><00:12:30.000><c> zero</c><00:12:30.320><c> six</c><00:12:30.639><c> so</c><00:12:30.880><c> it</c><00:12:31.040><c> is</c><00:12:31.120><c> much</c> point zero zero six so it is much point zero zero six so it is much greater<00:12:31.920><c> than</c><00:12:32.399><c> the</c><00:12:32.560><c> yield</c><00:12:33.279><c> so</c><00:12:33.519><c> it</c><00:12:33.680><c> means</c><00:12:34.000><c> the</c> greater than the yield so it means the greater than the yield so it means the steel<00:12:34.560><c> is</c><00:12:34.720><c> yielding</c><00:12:35.680><c> and</c><00:12:36.320><c> our</c><00:12:36.720><c> assumption</c> steel is yielding and our assumption steel is yielding and our assumption that<00:12:37.680><c> the</c><00:12:37.839><c> steel</c><00:12:38.079><c> is</c><00:12:38.240><c> yielding</c><00:12:38.720><c> is</c><00:12:38.880><c> correct</c> that the steel is yielding is correct that the steel is yielding is correct then<00:12:39.600><c> we</c><00:12:39.760><c> can</c><00:12:40.000><c> go</c><00:12:40.160><c> directly</c><00:12:40.639><c> to</c><00:12:40.800><c> the</c><00:12:41.040><c> last</c><00:12:41.440><c> step</c> then we can go directly to the last step then we can go directly to the last step and<00:12:41.839><c> calculate</c><00:12:42.240><c> the</c><00:12:42.399><c> capacity</c><00:12:43.360><c> so</c><00:12:43.519><c> the</c> and calculate the capacity so the and calculate the capacity so the capacity<00:12:44.160><c> of</c><00:12:44.240><c> the</c><00:12:44.320><c> section</c><00:12:44.800><c> equals</c><00:12:45.600><c> fst</c><00:12:46.480><c> times</c> capacity of the section equals fst times capacity of the section equals fst times that<00:12:47.440><c> fst</c><00:12:48.079><c> is</c><00:12:48.240><c> 0.95</c><00:12:49.040><c> field</c><00:12:49.680><c> asd</c><00:12:50.560><c> that</c><00:12:50.800><c> is</c><00:12:50.959><c> d</c> that fst is 0.95 field asd that is d that fst is 0.95 field asd that is d minus<00:12:51.519><c> s</c><00:12:51.680><c> over</c><00:12:52.000><c> 2</c> minus s over 2 minus s over 2 so<00:12:53.440><c> substituting</c><00:12:54.160><c> the</c><00:12:54.320><c> values</c><00:12:54.720><c> we</c><00:12:54.800><c> can</c><00:12:55.040><c> get</c> so substituting the values we can get so substituting the values we can get the<00:12:55.760><c> capacity</c><00:12:56.320><c> is</c><00:12:56.760><c> 287</c><00:12:57.839><c> times</c><00:12:58.079><c> 10</c><00:12:58.240><c> to</c><00:12:58.399><c> the</c> the capacity is 287 times 10 to the the capacity is 287 times 10 to the power<00:12:58.720><c> 6</c><00:12:59.120><c> newton</c><00:13:00.000><c> millimeter</c><00:13:00.720><c> and</c><00:13:00.880><c> if</c><00:13:01.040><c> you</c> power 6 newton millimeter and if you power 6 newton millimeter and if you want<00:13:01.279><c> to</c><00:13:01.360><c> get</c><00:13:01.600><c> it</c><00:13:01.760><c> as</c><00:13:01.920><c> kilo</c><00:13:02.160><c> newton</c><00:13:02.639><c> meter</c><00:13:03.040><c> just</c> want to get it as kilo newton meter just want to get it as kilo newton meter just remove<00:13:04.000><c> that</c><00:13:04.320><c> divide</c><00:13:04.720><c> by</c><00:13:04.880><c> 10</c><00:13:05.040><c> to</c><00:13:05.200><c> power</c><00:13:05.519><c> 6</c><00:13:06.000><c> so</c> remove that divide by 10 to power 6 so remove that divide by 10 to power 6 so the<00:13:06.399><c> capacity</c><00:13:06.880><c> of</c><00:13:06.959><c> that</c><00:13:07.200><c> section</c><00:13:07.600><c> is</c><00:13:07.760><c> 287</c> the capacity of that section is 287 the capacity of that section is 287 kilo<00:13:09.920><c> newton</c><00:13:10.560><c> meter</c><00:13:11.200><c> this</c><00:13:11.440><c> is</c><00:13:11.600><c> our</c><00:13:12.079><c> first</c> kilo newton meter this is our first kilo newton meter this is our first example<00:13:13.680><c> let's</c><00:13:14.000><c> take</c><00:13:14.320><c> another</c><00:13:14.800><c> example</c><00:13:15.600><c> with</c> example let's take another example with example let's take another example with a<00:13:17.680><c> small</c><00:13:18.079><c> difference</c><00:13:18.639><c> here</c><00:13:19.360><c> the</c><00:13:19.519><c> cross</c> a small difference here the cross a small difference here the cross section<00:13:20.240><c> is</c><00:13:20.399><c> the</c><00:13:20.480><c> same</c><00:13:21.120><c> but</c><00:13:21.279><c> the</c><00:13:21.519><c> only</c><00:13:21.839><c> change</c> section is the same but the only change section is the same but the only change we<00:13:22.639><c> have</c> we have we have uh<00:13:24.160><c> more</c><00:13:24.639><c> steel</c><00:13:24.959><c> reinforcement</c><00:13:26.079><c> so</c><00:13:26.240><c> the</c><00:13:26.480><c> area</c> uh more steel reinforcement so the area uh more steel reinforcement so the area of<00:13:26.800><c> the</c><00:13:26.959><c> steel</c><00:13:27.200><c> reinforcement</c><00:13:28.079><c> in</c><00:13:28.160><c> this</c><00:13:28.399><c> case</c> of the steel reinforcement in this case of the steel reinforcement in this case is<00:13:28.880><c> 3</c><00:13:29.519><c> 000</c><00:13:30.320><c> millimeter</c><00:13:30.959><c> square</c><00:13:31.600><c> the</c><00:13:31.760><c> rest</c><00:13:32.160><c> is</c> is 3 000 millimeter square the rest is is 3 000 millimeter square the rest is the<00:13:32.399><c> same</c><00:13:32.800><c> so</c><00:13:33.360><c> let's</c><00:13:33.760><c> again</c><00:13:34.320><c> doing</c><00:13:34.639><c> the</c><00:13:34.800><c> first</c> the same so let's again doing the first the same so let's again doing the first step<00:13:35.519><c> assume</c><00:13:35.920><c> that</c><00:13:36.079><c> the</c><00:13:36.240><c> tensile</c><00:13:36.639><c> steel</c><00:13:36.959><c> is</c> step assume that the tensile steel is step assume that the tensile steel is yielding<00:13:38.079><c> and</c><00:13:38.240><c> we</c><00:13:38.399><c> make</c><00:13:38.639><c> equilibrium</c><00:13:39.199><c> between</c> yielding and we make equilibrium between yielding and we make equilibrium between the<00:13:39.839><c> compression</c><00:13:40.480><c> and</c><00:13:40.639><c> the</c><00:13:40.800><c> tension</c><00:13:41.279><c> force</c> the compression and the tension force the compression and the tension force and<00:13:42.560><c> once</c><00:13:42.800><c> we</c><00:13:42.959><c> do</c><00:13:43.199><c> that</c><00:13:43.680><c> we</c><00:13:43.839><c> can</c><00:13:44.000><c> get</c><00:13:44.240><c> the</c><00:13:44.880><c> s</c> and once we do that we can get the s and once we do that we can get the s this<00:13:45.760><c> in</c><00:13:45.920><c> this</c><00:13:46.160><c> case</c><00:13:46.480><c> equal</c><00:13:46.880><c> 325</c><00:13:48.240><c> millimeter</c> this in this case equal 325 millimeter this in this case equal 325 millimeter and<00:13:49.760><c> we</c><00:13:49.920><c> can</c><00:13:50.079><c> calculate</c><00:13:50.639><c> the</c><00:13:50.800><c> x</c><00:13:51.199><c> x</c><00:13:51.519><c> equals</c><00:13:52.079><c> s</c> and we can calculate the x x equals s and we can calculate the x x equals s over<00:13:52.639><c> 0.9</c><00:13:53.279><c> so</c><00:13:53.519><c> it</c><00:13:53.680><c> is</c><00:13:53.839><c> 360.</c> over 0.9 so it is 360. over 0.9 so it is 360. because<00:13:55.839><c> we</c><00:13:56.000><c> increase</c><00:13:56.399><c> the</c><00:13:56.480><c> area</c><00:13:56.800><c> of</c><00:13:56.880><c> the</c> because we increase the area of the because we increase the area of the steel<00:13:57.440><c> the</c><00:13:57.600><c> x</c><00:13:58.000><c> also</c><00:13:58.320><c> is</c> steel the x also is steel the x also is increasing<00:13:59.839><c> compared</c><00:14:00.320><c> to</c><00:14:00.480><c> the</c><00:14:00.720><c> previous</c> increasing compared to the previous increasing compared to the previous example<00:14:01.760><c> example</c><00:14:02.160><c> number</c><00:14:02.480><c> one</c> example example number one example example number one now<00:14:04.079><c> let's</c><00:14:04.480><c> check</c><00:14:04.720><c> if</c><00:14:04.800><c> the</c><00:14:04.959><c> steel</c><00:14:05.199><c> is</c><00:14:05.279><c> yielding</c> now let's check if the steel is yielding now let's check if the steel is yielding or<00:14:05.839><c> not</c><00:14:06.320><c> okay</c><00:14:06.880><c> we</c><00:14:07.040><c> can</c><00:14:07.199><c> make</c><00:14:07.440><c> it</c><00:14:07.519><c> from</c><00:14:07.680><c> the</c> or not okay we can make it from the or not okay we can make it from the strain<00:14:08.160><c> distribution</c><00:14:08.880><c> the</c><00:14:09.120><c> strain</c><00:14:09.440><c> in</c><00:14:09.600><c> the</c> strain distribution the strain in the strain distribution the strain in the steel<00:14:10.160><c> equals</c><00:14:10.639><c> point</c><00:14:10.880><c> zero</c><00:14:11.120><c> zero</c><00:14:11.360><c> three</c><00:14:11.600><c> five</c> steel equals point zero zero three five steel equals point zero zero three five d<00:14:12.000><c> minus</c><00:14:12.399><c> x</c><00:14:12.639><c> over</c><00:14:12.959><c> x</c><00:14:13.519><c> so</c><00:14:13.680><c> we</c><00:14:13.839><c> found</c><00:14:14.079><c> that</c><00:14:14.320><c> the</c> d minus x over x so we found that the d minus x over x so we found that the strain<00:14:14.880><c> in</c><00:14:14.959><c> the</c><00:14:15.120><c> steel</c><00:14:15.519><c> is</c><00:14:16.079><c> point</c><00:14:16.560><c> zero</c><00:14:16.959><c> zero</c> strain in the steel is point zero zero strain in the steel is point zero zero one one one point<00:14:18.639><c> zero</c><00:14:18.959><c> zero</c><00:14:19.279><c> one</c><00:14:19.760><c> of</c><00:14:19.920><c> course</c><00:14:20.320><c> it</c><00:14:20.480><c> is</c><00:14:20.639><c> less</c> point zero zero one of course it is less point zero zero one of course it is less than<00:14:21.279><c> the</c><00:14:21.519><c> yield</c><00:14:22.000><c> strain</c><00:14:22.480><c> which</c><00:14:22.720><c> is</c><00:14:22.880><c> point</c> than the yield strain which is point than the yield strain which is point zero<00:14:23.519><c> zero</c><00:14:23.839><c> two</c><00:14:24.000><c> one</c><00:14:24.240><c> eight</c><00:14:24.480><c> five</c> zero zero two one eight five zero zero two one eight five so<00:14:25.600><c> it</c><00:14:25.839><c> means</c><00:14:26.240><c> that</c> so it means that so it means that the<00:14:27.600><c> steel</c><00:14:28.079><c> is</c><00:14:28.240><c> not</c><00:14:28.480><c> yielding</c><00:14:29.040><c> the</c><00:14:29.360><c> strain</c><00:14:29.839><c> in</c> the steel is not yielding the strain in the steel is not yielding the strain in the<00:14:30.079><c> steel</c><00:14:30.480><c> is</c><00:14:30.639><c> less</c><00:14:30.880><c> than</c><00:14:31.120><c> the</c><00:14:31.279><c> yield</c><00:14:31.680><c> strain</c> the steel is less than the yield strain the steel is less than the yield strain so<00:14:32.800><c> it</c><00:14:32.959><c> means</c><00:14:33.279><c> steel</c><00:14:33.600><c> is</c><00:14:33.680><c> not</c><00:14:33.920><c> yielding</c><00:14:34.800><c> then</c> so it means steel is not yielding then so it means steel is not yielding then our<00:14:35.680><c> first</c><00:14:36.079><c> assumption</c><00:14:36.560><c> that</c><00:14:36.800><c> the</c><00:14:36.959><c> steel</c><00:14:37.199><c> is</c> our first assumption that the steel is our first assumption that the steel is yielding<00:14:37.680><c> is</c><00:14:37.760><c> not</c><00:14:37.920><c> correct</c><00:14:38.480><c> and</c><00:14:38.880><c> then</c><00:14:39.120><c> we</c><00:14:39.360><c> have</c> yielding is not correct and then we have yielding is not correct and then we have to<00:14:40.000><c> again</c><00:14:40.399><c> recalculate</c> to again recalculate to again recalculate the<00:14:42.480><c> s</c><00:14:42.800><c> and</c><00:14:42.959><c> recalculating</c><00:14:43.839><c> x</c><00:14:44.399><c> to</c><00:14:44.560><c> do</c><00:14:44.720><c> that</c><00:14:45.279><c> we</c> the s and recalculating x to do that we the s and recalculating x to do that we calculate<00:14:46.880><c> the</c><00:14:47.040><c> stress</c><00:14:47.440><c> in</c><00:14:47.600><c> the</c><00:14:47.760><c> steel</c> calculate the stress in the steel calculate the stress in the steel reinforcement<00:14:48.720><c> equals</c><00:14:49.120><c> the</c><00:14:49.279><c> modulus</c><00:14:49.600><c> or</c><00:14:49.839><c> 60</c> reinforcement equals the modulus or 60 reinforcement equals the modulus or 60 times<00:14:50.880><c> the</c><00:14:51.040><c> strain</c> times the strain times the strain and<00:14:52.480><c> just</c><00:14:52.639><c> substituting</c><00:14:53.440><c> by</c><00:14:53.680><c> this</c><00:14:54.000><c> value</c><00:14:54.399><c> this</c> and just substituting by this value this and just substituting by this value this would<00:14:54.720><c> be</c><00:14:54.880><c> 700</c><00:14:55.519><c> d</c><00:14:55.680><c> minus</c><00:14:56.079><c> x</c><00:14:56.320><c> over</c><00:14:56.639><c> x</c><00:14:57.279><c> then</c><00:14:57.519><c> we</c> would be 700 d minus x over x then we would be 700 d minus x over x then we can<00:14:57.760><c> get</c><00:14:58.079><c> the</c><00:14:58.480><c> force</c><00:14:58.880><c> and</c><00:14:59.040><c> the</c><00:14:59.279><c> steel</c> can get the force and the steel can get the force and the steel reinforcements<00:15:00.560><c> the</c><00:15:00.720><c> tension</c><00:15:01.120><c> force</c><00:15:01.360><c> and</c><00:15:01.440><c> the</c> reinforcements the tension force and the reinforcements the tension force and the cross<00:15:01.839><c> section</c><00:15:02.240><c> equals</c><00:15:02.639><c> the</c><00:15:02.720><c> stress</c><00:15:03.519><c> times</c> cross section equals the stress times cross section equals the stress times area<00:15:04.560><c> so</c><00:15:04.720><c> it</c><00:15:04.880><c> is</c><00:15:04.959><c> 700</c><00:15:05.680><c> d</c><00:15:05.839><c> minus</c><00:15:06.240><c> x</c><00:15:06.399><c> over</c><00:15:06.720><c> x</c><00:15:07.040><c> times</c> area so it is 700 d minus x over x times area so it is 700 d minus x over x times the<00:15:07.440><c> area</c><00:15:07.760><c> of</c><00:15:07.839><c> the</c><00:15:08.000><c> steel</c><00:15:08.560><c> this</c><00:15:08.800><c> will</c><00:15:08.959><c> be</c><00:15:09.120><c> the</c> the area of the steel this will be the the area of the steel this will be the tension<00:15:09.680><c> force</c><00:15:10.320><c> we</c><00:15:10.480><c> substitute</c><00:15:11.120><c> the</c><00:15:11.279><c> value</c><00:15:11.680><c> of</c> tension force we substitute the value of tension force we substitute the value of d<00:15:12.240><c> and</c><00:15:12.399><c> ast</c><00:15:13.120><c> and</c><00:15:13.199><c> the</c><00:15:13.360><c> remaining</c><00:15:13.839><c> value</c><00:15:14.240><c> only</c> d and ast and the remaining value only d and ast and the remaining value only will<00:15:14.639><c> be</c><00:15:14.800><c> x</c><00:15:15.680><c> let's</c> will be x let's will be x let's make<00:15:17.120><c> equilibrium</c><00:15:17.839><c> now</c><00:15:18.480><c> fcc</c><00:15:19.360><c> equals</c><00:15:19.839><c> fst</c><00:15:20.720><c> so</c> make equilibrium now fcc equals fst so make equilibrium now fcc equals fst so fcc<00:15:22.000><c> as</c> fcc as fcc as uh<00:15:23.440><c> usual</c><00:15:23.920><c> 0.45</c><00:15:24.880><c> fcu</c><00:15:25.600><c> times</c><00:15:25.920><c> b</c><00:15:26.160><c> times</c><00:15:26.480><c> s</c><00:15:27.120><c> equals</c> uh usual 0.45 fcu times b times s equals uh usual 0.45 fcu times b times s equals the<00:15:28.320><c> force</c><00:15:28.639><c> in</c><00:15:28.800><c> the</c><00:15:28.959><c> tension</c><00:15:29.360><c> steel</c><00:15:29.680><c> which</c><00:15:29.839><c> is</c> the force in the tension steel which is the force in the tension steel which is coming<00:15:30.240><c> from</c><00:15:30.480><c> this</c><00:15:30.880><c> equation</c> coming from this equation coming from this equation and<00:15:32.320><c> now</c><00:15:32.560><c> we'll</c><00:15:32.720><c> substitute</c><00:15:33.360><c> all</c><00:15:33.600><c> the</c><00:15:33.759><c> values</c> and now we'll substitute all the values and now we'll substitute all the values the<00:15:34.240><c> only</c><00:15:34.560><c> unknown</c><00:15:34.959><c> will</c><00:15:35.040><c> be</c><00:15:35.199><c> the</c><00:15:35.360><c> value</c><00:15:35.759><c> of</c><00:15:35.920><c> x</c> the only unknown will be the value of x the only unknown will be the value of x okay<00:15:36.959><c> so</c><00:15:37.120><c> substituting</c><00:15:37.920><c> the</c><00:15:38.079><c> values</c> okay so substituting the values okay so substituting the values everything<00:15:39.519><c> is</c><00:15:39.759><c> known</c><00:15:40.079><c> except</c><00:15:40.480><c> the</c><00:15:40.880><c> value</c><00:15:41.279><c> of</c> everything is known except the value of everything is known except the value of x<00:15:42.000><c> this</c><00:15:42.240><c> will</c><00:15:42.399><c> result</c><00:15:42.800><c> in</c><00:15:42.959><c> a</c><00:15:43.120><c> quadratic</c> x this will result in a quadratic x this will result in a quadratic equation<00:15:44.079><c> of</c><00:15:44.480><c> x</c><00:15:44.720><c> so</c><00:15:44.959><c> something</c><00:15:45.440><c> x</c><00:15:45.680><c> squared</c> equation of x so something x squared equation of x so something x squared plus<00:15:46.320><c> something</c><00:15:46.800><c> x</c><00:15:47.279><c> plus</c><00:15:47.519><c> or</c><00:15:47.680><c> minus</c><00:15:48.399><c> constant</c> plus something x plus or minus constant plus something x plus or minus constant equal<00:15:49.360><c> to</c><00:15:49.519><c> zero</c><00:15:49.839><c> we</c><00:15:50.000><c> solve</c><00:15:50.320><c> this</c><00:15:50.560><c> equation</c><00:15:51.279><c> and</c> equal to zero we solve this equation and equal to zero we solve this equation and we<00:15:51.600><c> get</c><00:15:52.240><c> the</c><00:15:52.880><c> x</c><00:15:53.199><c> in</c><00:15:53.360><c> this</c><00:15:53.600><c> case</c><00:15:53.839><c> is</c><00:15:54.000><c> 330.5</c> we get the x in this case is 330.5 we get the x in this case is 330.5 millimeter<00:15:57.519><c> once</c><00:15:57.759><c> we</c><00:15:57.920><c> calculate</c><00:15:58.480><c> the</c><00:15:58.639><c> x</c><00:15:59.199><c> no</c> millimeter once we calculate the x no millimeter once we calculate the x no need<00:15:59.600><c> to</c><00:15:59.920><c> make</c><00:16:00.160><c> any</c><00:16:00.399><c> check</c><00:16:00.639><c> again</c><00:16:00.959><c> we</c><00:16:01.199><c> just</c><00:16:01.519><c> go</c> need to make any check again we just go need to make any check again we just go to<00:16:01.839><c> the</c><00:16:02.000><c> last</c><00:16:02.399><c> step</c><00:16:02.959><c> by</c><00:16:03.120><c> calculating</c><00:16:03.680><c> the</c> to the last step by calculating the to the last step by calculating the capacity<00:16:04.240><c> of</c><00:16:04.320><c> the</c><00:16:04.480><c> cross-section</c><00:16:05.519><c> and</c> capacity of the cross-section and capacity of the cross-section and because<00:16:06.399><c> the</c><00:16:06.560><c> steel</c><00:16:06.959><c> is</c><00:16:07.040><c> not</c><00:16:07.279><c> yielding</c><00:16:07.759><c> so</c><00:16:07.920><c> it</c> because the steel is not yielding so it because the steel is not yielding so it is<00:16:08.160><c> better</c><00:16:08.560><c> and</c><00:16:08.720><c> easier</c><00:16:09.120><c> to</c><00:16:09.279><c> get</c><00:16:09.440><c> the</c><00:16:09.600><c> capacity</c> is better and easier to get the capacity is better and easier to get the capacity from<00:16:10.240><c> the</c><00:16:10.320><c> compression</c><00:16:10.800><c> side</c><00:16:11.360><c> equals</c><00:16:11.839><c> f</c> from the compression side equals f from the compression side equals f capital<00:16:12.480><c> c</c><00:16:12.639><c> c</c><00:16:12.880><c> times</c><00:16:13.279><c> it</c> capital c c times it capital c c times it and<00:16:14.720><c> substituting</c><00:16:15.519><c> the</c><00:16:15.680><c> values</c> and substituting the values and substituting the values of<00:16:17.360><c> fcc</c><00:16:18.079><c> 0.45</c><00:16:18.959><c> if</c><00:16:19.120><c> you</c><00:16:19.199><c> see</c><00:16:19.360><c> u</c><00:16:19.600><c> 30</c><00:16:20.160><c> b</c><00:16:20.399><c> is</c><00:16:20.560><c> 300</c><00:16:21.199><c> s</c> of fcc 0.45 if you see u 30 b is 300 s of fcc 0.45 if you see u 30 b is 300 s is<00:16:21.680><c> 0.9</c><00:16:22.399><c> x</c><00:16:22.720><c> that</c><00:16:22.880><c> we</c><00:16:23.040><c> calculated</c><00:16:23.680><c> here</c> is 0.9 x that we calculated here is 0.9 x that we calculated here times<00:16:25.360><c> d</c><00:16:25.600><c> minus</c> times d minus times d minus 0.45<00:16:27.920><c> x</c> 0.45 x 0.45 x so so so d<00:16:30.399><c> minus</c><00:16:30.880><c> 0.45</c><00:16:32.240><c> x</c><00:16:32.560><c> which</c><00:16:32.880><c> is</c> d minus 0.45 x which is d minus 0.45 x which is s<00:16:34.399><c> over</c><00:16:34.639><c> 2</c><00:16:35.360><c> and</c><00:16:35.600><c> we</c><00:16:35.759><c> divided</c><00:16:36.240><c> by</c><00:16:36.399><c> 10</c><00:16:36.560><c> to</c><00:16:36.639><c> power</c><00:16:36.959><c> 6</c> s over 2 and we divided by 10 to power 6 s over 2 and we divided by 10 to power 6 to<00:16:37.519><c> get</c><00:16:37.759><c> it</c><00:16:37.839><c> directly</c><00:16:38.320><c> in</c><00:16:38.399><c> kilo</c><00:16:38.720><c> newton</c><00:16:39.279><c> meter</c> to get it directly in kilo newton meter to get it directly in kilo newton meter and<00:16:40.079><c> we</c><00:16:40.240><c> found</c><00:16:40.480><c> that</c><00:16:40.639><c> the</c><00:16:40.800><c> capacity</c><00:16:41.199><c> of</c><00:16:41.360><c> the</c> and we found that the capacity of the and we found that the capacity of the cross<00:16:41.759><c> section</c><00:16:42.160><c> is</c><00:16:42.320><c> 444.5</c> cross section is 444.5 cross section is 444.5 kilo<00:16:45.120><c> newton</c><00:16:45.519><c> meter</c><00:16:45.839><c> so</c><00:16:46.399><c> you</c><00:16:46.560><c> can</c><00:16:46.800><c> see</c><00:16:47.040><c> here</c> kilo newton meter so you can see here kilo newton meter so you can see here once<00:16:47.759><c> we</c><00:16:47.920><c> increase</c><00:16:48.320><c> the</c><00:16:48.399><c> area</c><00:16:48.639><c> of</c><00:16:48.720><c> the</c><00:16:48.880><c> steer</c> once we increase the area of the steer once we increase the area of the steer enforcement<00:16:49.759><c> the</c><00:16:49.920><c> capacity</c><00:16:50.399><c> of</c><00:16:50.480><c> the</c><00:16:50.639><c> section</c> enforcement the capacity of the section enforcement the capacity of the section increased<00:16:51.519><c> compared</c><00:16:51.920><c> to</c><00:16:52.160><c> the</c><00:16:52.320><c> capacity</c><00:16:52.800><c> of</c> increased compared to the capacity of increased compared to the capacity of the<00:16:53.519><c> section</c><00:16:53.920><c> number</c><00:16:54.240><c> one</c><00:16:54.480><c> however</c><00:16:55.440><c> yes</c><00:16:55.920><c> this</c> the section number one however yes this the section number one however yes this capacity<00:16:56.639><c> increased</c><00:16:57.120><c> but</c><00:16:57.519><c> the</c><00:16:57.920><c> section</c><00:16:58.399><c> now</c> capacity increased but the section now capacity increased but the section now if<00:16:58.880><c> it</c><00:16:59.040><c> will</c><00:16:59.199><c> fail</c><00:16:59.519><c> it</c><00:16:59.680><c> will</c><00:16:59.839><c> fail</c><00:17:00.160><c> in</c> if it will fail it will fail in if it will fail it will fail in compression<00:17:01.199><c> which</c><00:17:01.440><c> is</c><00:17:01.600><c> not</c><00:17:01.839><c> also</c> compression which is not also compression which is not also recommended<00:17:02.720><c> by</c><00:17:03.040><c> the</c><00:17:03.199><c> code</c><00:17:03.519><c> so</c> recommended by the code so recommended by the code so don't<00:17:04.640><c> increase</c><00:17:05.039><c> the</c><00:17:05.120><c> reinforcement</c> don't increase the reinforcement don't increase the reinforcement to<00:17:06.720><c> increase</c><00:17:07.120><c> the</c><00:17:07.199><c> capacity</c><00:17:07.600><c> of</c><00:17:07.679><c> the</c><00:17:07.839><c> section</c> to increase the capacity of the section to increase the capacity of the section you<00:17:08.319><c> can</c><00:17:08.559><c> do</c><00:17:08.720><c> that</c><00:17:09.199><c> but</c><00:17:09.600><c> you</c><00:17:09.760><c> have</c><00:17:09.919><c> to</c><00:17:10.079><c> ensure</c> you can do that but you have to ensure you can do that but you have to ensure that<00:17:10.880><c> your</c><00:17:11.199><c> section</c><00:17:11.600><c> will</c><00:17:11.760><c> not</c><00:17:12.000><c> fail</c><00:17:12.319><c> in</c> that your section will not fail in that your section will not fail in compression<00:17:13.839><c> and</c><00:17:14.160><c> will</c><00:17:14.640><c> still</c><00:17:15.360><c> unbe</c><00:17:15.760><c> under</c> compression and will still unbe under compression and will still unbe under reinforced<00:17:16.640><c> section</c><00:17:17.199><c> okay</c><00:17:17.679><c> otherwise</c><00:17:18.480><c> the</c> reinforced section okay otherwise the reinforced section okay otherwise the failure<00:17:19.039><c> will</c><00:17:19.199><c> be</c><00:17:19.679><c> a</c><00:17:19.760><c> catastrophic</c><00:17:20.400><c> failure</c> failure will be a catastrophic failure failure will be a catastrophic failure without<00:17:21.439><c> any</c><00:17:21.839><c> warning</c><00:17:22.720><c> thank</c><00:17:22.959><c> you</c><00:17:23.360><c> for</c> without any warning thank you for without any warning thank you for watching<00:17:24.640><c> the</c><00:17:25.039><c> coming</c><00:17:25.919><c> videos</c><00:17:26.400><c> we'll</c><00:17:26.559><c> be</c> watching the coming videos we'll be watching the coming videos we'll be talking<00:17:27.280><c> about</c> talking about talking about design<00:17:29.120><c> and</c><00:17:29.280><c> analysis</c><00:17:29.760><c> of</c><00:17:29.919><c> doubly</c><00:17:30.320><c> reinforced</c> design and analysis of doubly reinforced design and analysis of doubly reinforced rectangular<00:17:31.520><c> section</c><00:17:32.320><c> thank</c><00:17:32.559><c> you</c><00:17:33.039><c> and</c> rectangular section thank you and rectangular section thank you and goodbye
7	wYbr7HbV1u0	Doubly Reinforced Concrete Rectangular Sections (Design and Analysis) - Clear Steps with 2 Examples.	https://www.youtube.com/watch?v=wYbr7HbV1u0	Design_Charts_for_Singly_and_Doubly_Reinforced_Concrete_Rectangular_Sections.en.vtt	hello<00:00:03.419><c> everyone</c><00:00:04.040><c> and</c><00:00:05.040><c> welcome</c><00:00:05.279><c> to</c><00:00:05.580><c> a</c><00:00:05.700><c> new</c> hello everyone and welcome to a new hello everyone and welcome to a new video<00:00:06.180><c> of</c><00:00:06.600><c> reinforce</c><00:00:07.140><c> it</c><00:00:07.319><c> concrete</c><00:00:07.859><c> design</c> video of reinforce it concrete design video of reinforce it concrete design within<00:00:09.960><c> this</c><00:00:10.139><c> video</c><00:00:10.380><c> we'll</c><00:00:10.740><c> be</c><00:00:10.980><c> learning</c><00:00:11.460><c> how</c> within this video we'll be learning how within this video we'll be learning how to<00:00:12.480><c> use</c><00:00:12.719><c> designer</c><00:00:13.559><c> charts</c><00:00:14.040><c> to</c><00:00:14.340><c> design</c><00:00:14.580><c> for</c> to use designer charts to design for to use designer charts to design for singly<00:00:16.440><c> and</c><00:00:16.800><c> doubly</c><00:00:17.160><c> reinforced</c><00:00:17.880><c> to</c><00:00:18.060><c> create</c><00:00:18.300><c> a</c> singly and doubly reinforced to create a singly and doubly reinforced to create a rectangular<00:00:19.260><c> sections</c> rectangular sections rectangular sections there<00:00:22.140><c> are</c><00:00:22.320><c> two</c><00:00:22.859><c> main</c><00:00:23.760><c> design</c><00:00:24.720><c> charts</c><00:00:25.619><c> and</c><00:00:26.220><c> the</c> there are two main design charts and the there are two main design charts and the BS<00:00:27.000><c> code</c><00:00:27.300><c> for</c><00:00:28.260><c> rectangular</c><00:00:28.800><c> section</c><00:00:29.220><c> the</c> BS code for rectangular section the BS code for rectangular section the first<00:00:30.000><c> one</c><00:00:30.560><c> is</c><00:00:31.560><c> charts</c><00:00:32.399><c> for</c><00:00:32.579><c> the</c><00:00:32.759><c> singly</c> first one is charts for the singly first one is charts for the singly reinforced<00:00:34.100><c> concrete</c><00:00:35.100><c> rectangular</c><00:00:35.640><c> section</c> reinforced concrete rectangular section reinforced concrete rectangular section when<00:00:36.300><c> you</c><00:00:36.480><c> have</c><00:00:36.600><c> only</c><00:00:36.899><c> steer</c><00:00:37.860><c> reinforcement</c> when you have only steer reinforcement when you have only steer reinforcement and<00:00:38.820><c> the</c><00:00:39.000><c> tension</c><00:00:39.300><c> side</c><00:00:39.600><c> and</c><00:00:40.379><c> also</c><00:00:40.680><c> we</c><00:00:40.920><c> have</c> and the tension side and also we have and the tension side and also we have second<00:00:41.940><c> type</c><00:00:42.420><c> of</c><00:00:42.719><c> charts</c><00:00:43.260><c> it</c><00:00:43.980><c> is</c><00:00:44.100><c> for</c><00:00:44.340><c> the</c> second type of charts it is for the second type of charts it is for the doubly<00:00:44.879><c> reinforced</c><00:00:45.660><c> concrete</c><00:00:46.379><c> rectangular</c> doubly reinforced concrete rectangular doubly reinforced concrete rectangular section<00:00:47.280><c> when</c><00:00:47.640><c> you</c><00:00:47.820><c> have</c><00:00:48.480><c> tension</c><00:00:49.379><c> steel</c><00:00:49.800><c> and</c> section when you have tension steel and section when you have tension steel and also<00:00:50.460><c> compression</c><00:00:51.000><c> steel</c><00:00:51.360><c> for</c><00:00:52.140><c> the</c><00:00:52.320><c> first</c> also compression steel for the first also compression steel for the first time<00:00:52.920><c> seeing</c><00:00:53.700><c> the</c><00:00:53.879><c> reinforced</c><00:00:54.420><c> concrete</c> time seeing the reinforced concrete time seeing the reinforced concrete rectangular<00:00:55.379><c> sections</c><00:00:55.920><c> we</c><00:00:56.039><c> have</c><00:00:56.219><c> only</c><00:00:56.460><c> two</c> rectangular sections we have only two rectangular sections we have only two designer<00:00:58.079><c> charts</c><00:00:58.500><c> and</c><00:00:58.800><c> the</c><00:00:58.980><c> BS</c><00:00:59.520><c> code</c><00:00:59.820><c> one</c><00:01:00.600><c> is</c> designer charts and the BS code one is designer charts and the BS code one is for<00:01:01.320><c> a</c><00:01:01.739><c> field</c><00:01:01.920><c> 250</c><00:01:02.820><c> and</c><00:01:03.660><c> the</c><00:01:03.840><c> other</c><00:01:03.960><c> one</c><00:01:04.260><c> is</c><00:01:04.559><c> for</c> for a field 250 and the other one is for for a field 250 and the other one is for a<00:01:05.100><c> feed</c><00:01:05.420><c> 460</c><00:01:06.420><c> Mega</c><00:01:07.080><c> Pascal</c><00:01:07.700><c> however</c><00:01:08.700><c> for</c><00:01:09.000><c> the</c> a feed 460 Mega Pascal however for the a feed 460 Mega Pascal however for the other<00:01:09.360><c> reinforced</c><00:01:10.080><c> to</c><00:01:10.140><c> concrete</c><00:01:10.500><c> rectangular</c> other reinforced to concrete rectangular other reinforced to concrete rectangular sections<00:01:12.479><c> we</c><00:01:13.140><c> have</c><00:01:13.260><c> several</c><00:01:13.680><c> charts</c><00:01:14.280><c> starting</c> sections we have several charts starting sections we have several charts starting from<00:01:14.939><c> chart</c><00:01:15.240><c> number</c><00:01:15.600><c> three</c><00:01:15.960><c> to</c><00:01:16.320><c> chart</c><00:01:16.619><c> number</c> from chart number three to chart number from chart number three to chart number 20<00:01:17.540><c> and</c><00:01:18.540><c> we</c><00:01:18.780><c> have</c><00:01:18.900><c> mini</c><00:01:19.140><c> charts</c><00:01:19.740><c> because</c><00:01:19.920><c> it</c> 20 and we have mini charts because it 20 and we have mini charts because it depends<00:01:21.000><c> on</c><00:01:21.119><c> the</c><00:01:21.299><c> concrete</c><00:01:21.720><c> compressive</c> depends on the concrete compressive depends on the concrete compressive strengths<00:01:22.860><c> the</c><00:01:23.520><c> Fe</c><00:01:23.759><c> yield</c><00:01:24.240><c> and</c><00:01:24.900><c> the</c><00:01:25.200><c> D</c><00:01:25.500><c> Dash</c> strengths the Fe yield and the D Dash strengths the Fe yield and the D Dash over<00:01:26.040><c> d</c> over d over d let's<00:01:28.140><c> start</c><00:01:28.860><c> and</c><00:01:29.340><c> learn</c><00:01:29.520><c> together</c><00:01:29.880><c> how</c><00:01:30.479><c> to</c> let's start and learn together how to let's start and learn together how to use<00:01:31.020><c> this</c><00:01:31.259><c> charts</c><00:01:31.860><c> and</c><00:01:32.400><c> we</c><00:01:32.520><c> are</c><00:01:32.700><c> going</c><00:01:32.880><c> to</c> use this charts and we are going to use this charts and we are going to start<00:01:33.299><c> with</c><00:01:33.659><c> the</c><00:01:33.840><c> first</c><00:01:34.020><c> type</c><00:01:34.320><c> of</c><00:01:34.500><c> charts</c> start with the first type of charts start with the first type of charts which<00:01:35.880><c> is</c><00:01:36.119><c> a</c><00:01:36.420><c> charts</c><00:01:36.960><c> for</c><00:01:37.140><c> single</c><00:01:37.560><c> reinforced</c> which is a charts for single reinforced which is a charts for single reinforced concrete<00:01:38.640><c> rectangular</c><00:01:39.119><c> section</c><00:01:39.479><c> this</c><00:01:40.200><c> is</c> concrete rectangular section this is concrete rectangular section this is showing<00:01:40.799><c> one</c><00:01:41.280><c> of</c><00:01:41.520><c> these</c><00:01:41.759><c> charts</c> showing one of these charts showing one of these charts we<00:01:44.100><c> can</c><00:01:44.220><c> see</c><00:01:44.460><c> here</c><00:01:44.759><c> that</c><00:01:45.299><c> this</c><00:01:45.659><c> is</c><00:01:45.840><c> the</c> we can see here that this is the we can see here that this is the rectangular<00:01:46.500><c> section</c><00:01:46.799><c> we</c><00:01:47.159><c> have</c><00:01:47.280><c> only</c><00:01:47.520><c> still</c> rectangular section we have only still rectangular section we have only still in<00:01:48.060><c> the</c><00:01:48.240><c> tension</c><00:01:48.600><c> side</c><00:01:48.840><c> no</c><00:01:49.740><c> compression</c><00:01:50.340><c> steel</c> in the tension side no compression steel in the tension side no compression steel the<00:01:51.720><c> B</c><00:01:52.020><c> is</c><00:01:52.259><c> the</c><00:01:52.439><c> width</c><00:01:52.740><c> of</c><00:01:52.860><c> the</c><00:01:53.040><c> cross</c><00:01:53.220><c> section</c> the B is the width of the cross section the B is the width of the cross section Z<00:01:53.880><c> is</c><00:01:54.299><c> the</c><00:01:54.420><c> effective</c><00:01:54.840><c> depth</c><00:01:55.200><c> and</c><00:01:55.680><c> X</c><00:01:55.860><c> is</c><00:01:56.100><c> the</c> Z is the effective depth and X is the Z is the effective depth and X is the distance<00:01:56.460><c> of</c><00:01:56.880><c> from</c><00:01:57.479><c> the</c><00:01:57.720><c> compression</c><00:01:58.140><c> phase</c> distance of from the compression phase distance of from the compression phase to<00:01:58.680><c> the</c><00:01:58.799><c> neutral</c><00:01:59.159><c> axis</c><00:01:59.640><c> this</c><00:02:00.479><c> chart</c><00:02:00.780><c> is</c><00:02:01.079><c> chart</c> to the neutral axis this chart is chart to the neutral axis this chart is chart number<00:02:01.799><c> two</c><00:02:02.220><c> the</c><00:02:02.579><c> field</c><00:02:02.939><c> here</c><00:02:03.299><c> we</c><00:02:03.540><c> can</c><00:02:03.659><c> see</c><00:02:03.840><c> it</c> number two the field here we can see it number two the field here we can see it is is is 460.<00:02:05.880><c> let's</c><00:02:06.240><c> see</c><00:02:06.479><c> what</c><00:02:06.719><c> is</c><00:02:06.840><c> this</c><00:02:07.020><c> a</c><00:02:07.259><c> chart</c><00:02:07.500><c> the</c> 460. let's see what is this a chart the 460. let's see what is this a chart the vertical<00:02:08.520><c> axis</c><00:02:09.000><c> of</c><00:02:09.119><c> the</c><00:02:09.300><c> chart</c><00:02:09.800><c> is</c><00:02:11.000><c> giving</c><00:02:12.000><c> the</c> vertical axis of the chart is giving the vertical axis of the chart is giving the value<00:02:12.540><c> of</c><00:02:12.780><c> M</c><00:02:13.020><c> over</c><00:02:13.319><c> BD</c><00:02:13.920><c> square</c><00:02:14.160><c> m</c><00:02:14.879><c> is</c><00:02:15.180><c> a</c> value of M over BD square m is a value of M over BD square m is a ultimate<00:02:16.680><c> moment</c><00:02:17.220><c> B</c><00:02:17.819><c> and</c><00:02:18.060><c> D</c><00:02:18.239><c> this</c><00:02:18.480><c> is</c><00:02:18.660><c> a</c><00:02:18.780><c> cross</c> ultimate moment B and D this is a cross ultimate moment B and D this is a cross section<00:02:19.260><c> and</c><00:02:19.560><c> this</c><00:02:19.860><c> should</c><00:02:20.040><c> be</c><00:02:20.160><c> a</c><00:02:20.340><c> Newton</c><00:02:20.640><c> per</c> section and this should be a Newton per section and this should be a Newton per millimeter<00:02:21.420><c> square</c> millimeter square millimeter square and<00:02:22.680><c> the</c><00:02:22.860><c> horizontal</c><00:02:23.280><c> axis</c><00:02:23.700><c> we</c><00:02:24.060><c> have</c><00:02:24.239><c> the</c> and the horizontal axis we have the and the horizontal axis we have the tension<00:02:25.260><c> steel</c><00:02:25.620><c> reinforcement</c><00:02:26.160><c> ratio</c> tension steel reinforcement ratio tension steel reinforcement ratio starting<00:02:27.060><c> from</c><00:02:27.420><c> zero</c><00:02:28.040><c> point</c><00:02:29.040><c> five</c><00:02:29.340><c> percent</c> starting from zero point five percent starting from zero point five percent one<00:02:30.239><c> percent</c><00:02:30.540><c> so</c><00:02:31.440><c> we</c><00:02:31.620><c> use</c><00:02:31.800><c> these</c><00:02:32.160><c> values</c><00:02:32.400><c> to</c> one percent so we use these values to one percent so we use these values to get<00:02:32.760><c> the</c><00:02:33.000><c> reinforcement</c><00:02:33.720><c> ratio</c><00:02:34.560><c> and</c> get the reinforcement ratio and get the reinforcement ratio and therefore<00:02:35.340><c> we'll</c><00:02:35.640><c> be</c><00:02:35.760><c> able</c><00:02:35.940><c> to</c><00:02:36.060><c> get</c><00:02:36.300><c> the</c><00:02:36.480><c> area</c> therefore we'll be able to get the area therefore we'll be able to get the area of<00:02:36.900><c> the</c><00:02:37.080><c> tension</c><00:02:37.620><c> still</c><00:02:37.980><c> we</c><00:02:38.760><c> can</c><00:02:38.879><c> see</c><00:02:39.060><c> here</c> of the tension still we can see here of the tension still we can see here that<00:02:39.480><c> we</c><00:02:39.720><c> have</c><00:02:39.900><c> four</c><00:02:40.680><c> different</c><00:02:41.540><c> uh</c><00:02:42.540><c> lines</c> that we have four different uh lines that we have four different uh lines here<00:02:43.500><c> or</c><00:02:43.800><c> Curves</c><00:02:44.480><c> this</c><00:02:45.480><c> represents</c><00:02:46.140><c> the</c><00:02:46.379><c> value</c> here or Curves this represents the value here or Curves this represents the value of<00:02:47.099><c> FCU</c><00:02:47.760><c> or</c><00:02:47.940><c> the</c><00:02:48.120><c> concrete</c><00:02:48.480><c> compressive</c> of FCU or the concrete compressive of FCU or the concrete compressive strength<00:02:49.560><c> starting</c><00:02:49.920><c> from</c><00:02:50.400><c> 25</c><00:02:51.379><c> megapascal</c><00:02:52.379><c> 30</c> strength starting from 25 megapascal 30 strength starting from 25 megapascal 30 35<00:02:53.580><c> and</c><00:02:54.180><c> 40</c><00:02:54.420><c> megapascal</c><00:02:55.319><c> so</c><00:02:56.099><c> how</c><00:02:56.879><c> to</c><00:02:57.000><c> use</c><00:02:57.180><c> this</c> 35 and 40 megapascal so how to use this 35 and 40 megapascal so how to use this chart<00:02:57.840><c> it</c><00:02:58.200><c> is</c><00:02:58.319><c> very</c><00:02:58.739><c> easy</c> chart it is very easy chart it is very easy usually<00:03:00.720><c> it</c><00:03:01.560><c> will</c><00:03:01.739><c> be</c><00:03:01.920><c> given</c><00:03:02.340><c> to</c><00:03:02.700><c> you</c><00:03:02.879><c> the</c> usually it will be given to you the usually it will be given to you the concrete<00:03:03.780><c> compressive</c><00:03:04.260><c> strands</c><00:03:04.800><c> the</c><00:03:05.040><c> field</c> concrete compressive strands the field concrete compressive strands the field dimensions<00:03:06.780><c> of</c><00:03:07.019><c> the</c><00:03:07.560><c> cross</c><00:03:07.739><c> section</c><00:03:08.160><c> B</c><00:03:08.519><c> and</c><00:03:08.700><c> D</c> dimensions of the cross section B and D dimensions of the cross section B and D and<00:03:09.660><c> the</c><00:03:09.900><c> M</c><00:03:10.140><c> ultimate</c><00:03:10.800><c> this</c><00:03:11.640><c> m</c><00:03:11.760><c> ultimate</c><00:03:12.239><c> is</c> and the M ultimate this m ultimate is and the M ultimate this m ultimate is the<00:03:12.540><c> applied</c><00:03:12.959><c> moment</c><00:03:13.560><c> at</c><00:03:13.980><c> that</c><00:03:14.220><c> cross</c><00:03:14.580><c> section</c> the applied moment at that cross section the applied moment at that cross section it<00:03:15.720><c> can</c><00:03:15.840><c> be</c><00:03:16.019><c> given</c><00:03:16.319><c> to</c><00:03:16.500><c> you</c><00:03:16.680><c> directly</c><00:03:17.159><c> or</c><00:03:17.580><c> you</c> it can be given to you directly or you it can be given to you directly or you can<00:03:18.000><c> have</c><00:03:18.180><c> the</c><00:03:18.420><c> ultimate</c><00:03:18.900><c> load</c><00:03:19.260><c> and</c><00:03:19.560><c> using</c><00:03:19.980><c> the</c> can have the ultimate load and using the can have the ultimate load and using the structural<00:03:20.519><c> analysis</c><00:03:20.940><c> you</c><00:03:21.180><c> can</c><00:03:21.360><c> calculate</c> structural analysis you can calculate structural analysis you can calculate the<00:03:22.080><c> M</c><00:03:22.680><c> ultimate</c><00:03:23.280><c> so</c><00:03:23.940><c> what</c><00:03:24.239><c> is</c><00:03:24.480><c> required</c><00:03:24.900><c> in</c> the M ultimate so what is required in the M ultimate so what is required in this<00:03:25.319><c> case</c><00:03:25.500><c> the</c><00:03:25.800><c> required</c><00:03:26.220><c> will</c><00:03:26.459><c> be</c><00:03:26.700><c> the</c><00:03:26.879><c> area</c> this case the required will be the area this case the required will be the area of<00:03:27.360><c> the</c><00:03:27.540><c> tension</c><00:03:28.080><c> steel</c><00:03:28.379><c> how</c><00:03:28.680><c> much</c><00:03:28.800><c> it</c><00:03:28.980><c> will</c><00:03:29.159><c> be</c> of the tension steel how much it will be of the tension steel how much it will be this<00:03:29.519><c> area</c><00:03:29.700><c> of</c><00:03:29.940><c> tension</c><00:03:30.360><c> is</c><00:03:30.540><c> still</c><00:03:30.720><c> so</c><00:03:31.319><c> what</c> this area of tension is still so what this area of tension is still so what are<00:03:31.860><c> the</c><00:03:31.980><c> steps</c><00:03:32.340><c> that</c><00:03:32.519><c> we</c><00:03:32.700><c> should</c><00:03:32.879><c> follow</c><00:03:33.060><c> that</c> are the steps that we should follow that are the steps that we should follow that is<00:03:33.840><c> very</c><00:03:34.019><c> easy</c><00:03:34.200><c> the</c><00:03:34.560><c> first</c><00:03:34.800><c> step</c><00:03:35.159><c> is</c><00:03:35.400><c> to</c> is very easy the first step is to is very easy the first step is to calculate<00:03:36.060><c> K</c><00:03:36.599><c> which</c><00:03:37.080><c> is</c><00:03:37.200><c> M</c><00:03:37.440><c> over</c><00:03:37.800><c> FCC</c><00:03:38.640><c> ubd</c> calculate K which is M over FCC ubd calculate K which is M over FCC ubd Square<00:03:40.040><c> this</c><00:03:41.040><c> K</c><00:03:41.280><c> should</c><00:03:42.000><c> be</c><00:03:42.180><c> less</c><00:03:42.480><c> than</c><00:03:43.099><c> 0.156</c> Square this K should be less than 0.156 Square this K should be less than 0.156 if<00:03:44.879><c> it</c><00:03:45.000><c> is</c><00:03:45.180><c> less</c><00:03:45.360><c> than</c><00:03:45.739><c> 0.156</c><00:03:46.739><c> it</c><00:03:47.040><c> means</c> if it is less than 0.156 it means if it is less than 0.156 it means we<00:03:49.680><c> have</c><00:03:50.340><c> a</c><00:03:50.580><c> single</c><00:03:50.940><c> reinforced</c><00:03:51.540><c> rectangular</c> we have a single reinforced rectangular we have a single reinforced rectangular section<00:03:52.440><c> however</c><00:03:53.340><c> if</c><00:03:53.940><c> the</c><00:03:54.360><c> value</c><00:03:54.540><c> is</c><00:03:55.019><c> greater</c> section however if the value is greater section however if the value is greater than<00:03:56.360><c> 0.156</c><00:03:57.360><c> we</c><00:03:58.260><c> will</c><00:03:58.500><c> need</c><00:03:58.980><c> a</c><00:03:59.760><c> doubly</c> than 0.156 we will need a doubly than 0.156 we will need a doubly reinforced<00:04:01.019><c> rectangular</c><00:04:01.700><c> sections</c><00:04:02.700><c> and</c> reinforced rectangular sections and reinforced rectangular sections and therefore<00:04:03.299><c> if</c><00:04:03.659><c> it</c><00:04:03.840><c> is</c><00:04:04.019><c> greater</c><00:04:04.440><c> than</c><00:04:04.700><c> 0.156</c><00:04:05.700><c> we</c> therefore if it is greater than 0.156 we therefore if it is greater than 0.156 we should<00:04:06.239><c> go</c><00:04:06.480><c> to</c><00:04:06.659><c> the</c><00:04:07.080><c> other</c><00:04:07.260><c> type</c><00:04:07.620><c> of</c><00:04:07.799><c> charts</c> should go to the other type of charts should go to the other type of charts when<00:04:08.940><c> we</c><00:04:09.120><c> have</c><00:04:09.360><c> compression</c><00:04:10.019><c> steel</c><00:04:10.379><c> so</c><00:04:11.280><c> if</c><00:04:11.879><c> it</c> when we have compression steel so if it when we have compression steel so if it is<00:04:12.120><c> less</c><00:04:12.299><c> than</c><00:04:12.560><c> 0.156</c><00:04:13.560><c> it</c><00:04:13.860><c> means</c><00:04:14.159><c> this</c><00:04:14.400><c> is</c><00:04:14.519><c> the</c> is less than 0.156 it means this is the is less than 0.156 it means this is the suitable<00:04:15.060><c> charts</c><00:04:15.599><c> for</c><00:04:15.780><c> singly</c><00:04:16.320><c> reinforced</c> suitable charts for singly reinforced suitable charts for singly reinforced rectangular<00:04:17.699><c> sections</c><00:04:18.320><c> then</c><00:04:19.320><c> I'm</c><00:04:19.680><c> going</c><00:04:19.919><c> to</c> rectangular sections then I'm going to rectangular sections then I'm going to calculate<00:04:20.639><c> the</c><00:04:21.180><c> value</c><00:04:21.359><c> of</c><00:04:21.780><c> M</c><00:04:22.740><c> over</c><00:04:23.180><c> b</c><00:04:24.180><c> d</c><00:04:24.540><c> square</c> calculate the value of M over b d square calculate the value of M over b d square so<00:04:25.620><c> let's</c><00:04:25.860><c> calculate</c><00:04:26.400><c> the</c><00:04:26.580><c> M</c><00:04:26.759><c> over</c><00:04:27.060><c> b</c><00:04:27.600><c> d</c><00:04:27.900><c> square</c> so let's calculate the M over b d square so let's calculate the M over b d square based<00:04:31.020><c> on</c><00:04:31.139><c> the</c><00:04:31.320><c> value</c><00:04:31.500><c> of</c><00:04:31.740><c> M</c><00:04:31.979><c> over</c><00:04:32.280><c> BD</c><00:04:32.820><c> Square</c> based on the value of M over BD Square based on the value of M over BD Square we<00:04:33.540><c> will</c><00:04:33.840><c> going</c><00:04:34.320><c> to</c><00:04:34.500><c> see</c><00:04:34.800><c> where</c><00:04:35.340><c> will</c><00:04:35.520><c> be</c><00:04:35.699><c> this</c> we will going to see where will be this we will going to see where will be this value<00:04:36.479><c> and</c><00:04:37.259><c> then</c><00:04:37.380><c> we</c><00:04:37.560><c> will</c><00:04:37.740><c> go</c><00:04:37.860><c> horizontal</c><00:04:38.400><c> at</c> value and then we will go horizontal at value and then we will go horizontal at the<00:04:38.940><c> value</c><00:04:39.060><c> that</c><00:04:39.360><c> we</c><00:04:39.540><c> have</c><00:04:39.720><c> then</c><00:04:40.680><c> we</c><00:04:41.040><c> intersect</c> the value that we have then we intersect the value that we have then we intersect with<00:04:42.060><c> these</c><00:04:42.720><c> curves</c><00:04:43.080><c> based</c><00:04:43.979><c> on</c><00:04:44.100><c> the</c><00:04:44.280><c> curve</c> with these curves based on the curve with these curves based on the curve that<00:04:45.300><c> we</c><00:04:45.540><c> have</c><00:04:45.900><c> here</c><00:04:46.139><c> for</c><00:04:46.380><c> concrete</c> that we have here for concrete that we have here for concrete compressive<00:04:47.340><c> strands</c><00:04:47.820><c> we</c><00:04:48.240><c> will</c><00:04:48.360><c> go</c><00:04:48.479><c> go</c><00:04:48.900><c> down</c> compressive strands we will go go down compressive strands we will go go down to<00:04:49.560><c> have</c><00:04:49.800><c> the</c><00:04:50.160><c> air</c><00:04:51.000><c> reinforcement</c><00:04:51.660><c> Ratio</c><00:04:52.259><c> or</c> to have the air reinforcement Ratio or to have the air reinforcement Ratio or tension<00:04:52.800><c> steer</c><00:04:53.220><c> reinforcement</c><00:04:53.699><c> ratio</c><00:04:54.300><c> based</c> tension steer reinforcement ratio based tension steer reinforcement ratio based on<00:04:55.080><c> that</c><00:04:55.320><c> ratio</c><00:04:55.740><c> and</c><00:04:55.919><c> that</c><00:04:56.100><c> equation</c><00:04:56.520><c> we</c><00:04:57.060><c> can</c> on that ratio and that equation we can on that ratio and that equation we can calculate<00:04:57.600><c> the</c><00:04:57.780><c> area</c><00:04:57.960><c> still</c><00:04:58.320><c> because</c><00:04:58.620><c> it</c><00:04:58.860><c> will</c> calculate the area still because it will calculate the area still because it will be<00:04:59.100><c> the</c><00:04:59.280><c> only</c><00:04:59.460><c> unknown</c><00:04:59.880><c> and</c><00:05:00.479><c> this</c><00:05:00.840><c> equation</c> be the only unknown and this equation be the only unknown and this equation and<00:05:01.620><c> once</c><00:05:01.860><c> we</c><00:05:01.979><c> have</c><00:05:02.160><c> the</c><00:05:02.400><c> area</c><00:05:02.820><c> of</c><00:05:03.060><c> Steel</c><00:05:03.660><c> we</c> and once we have the area of Steel we and once we have the area of Steel we can<00:05:05.220><c> choose</c><00:05:05.759><c> the</c><00:05:06.000><c> suitable</c><00:05:06.540><c> diameter</c><00:05:07.080><c> and</c> can choose the suitable diameter and can choose the suitable diameter and number<00:05:07.560><c> of</c><00:05:07.800><c> bars</c><00:05:08.340><c> so</c><00:05:08.940><c> it</c><00:05:09.240><c> is</c><00:05:09.360><c> very</c><00:05:09.600><c> easy</c><00:05:09.900><c> M</c><00:05:10.620><c> over</c> number of bars so it is very easy M over number of bars so it is very easy M over BD<00:05:11.400><c> Square</c><00:05:11.580><c> go</c><00:05:12.060><c> horizontal</c><00:05:12.660><c> intersect</c><00:05:13.620><c> with</c> BD Square go horizontal intersect with BD Square go horizontal intersect with the<00:05:13.979><c> suitable</c><00:05:14.340><c> curve</c><00:05:14.820><c> go</c><00:05:15.180><c> vertical</c><00:05:15.660><c> down</c><00:05:16.080><c> and</c> the suitable curve go vertical down and the suitable curve go vertical down and from<00:05:17.460><c> here</c><00:05:17.699><c> we</c><00:05:18.060><c> can</c><00:05:18.300><c> specify</c><00:05:19.139><c> the</c><00:05:19.380><c> value</c><00:05:19.620><c> of</c> from here we can specify the value of from here we can specify the value of reinforcement<00:05:21.000><c> ratio</c><00:05:21.600><c> and</c><00:05:21.900><c> therefore</c><00:05:22.199><c> we</c><00:05:22.380><c> get</c> reinforcement ratio and therefore we get reinforcement ratio and therefore we get the<00:05:22.740><c> area</c><00:05:22.860><c> of</c><00:05:23.039><c> tension</c><00:05:23.460><c> steel</c><00:05:23.759><c> let's</c><00:05:24.419><c> take</c><00:05:24.600><c> an</c> the area of tension steel let's take an the area of tension steel let's take an example<00:05:25.139><c> to</c><00:05:25.979><c> see</c><00:05:26.580><c> this</c><00:05:26.880><c> together</c> example to see this together example to see this together in<00:05:28.500><c> this</c><00:05:28.680><c> example</c><00:05:29.039><c> we</c><00:05:29.280><c> have</c><00:05:29.400><c> a</c><00:05:29.520><c> cross</c><00:05:29.639><c> section</c> in this example we have a cross section in this example we have a cross section of<00:05:30.120><c> the</c><00:05:30.240><c> beam</c><00:05:30.600><c> is</c><00:05:30.780><c> 250</c><00:05:31.500><c> for</c><00:05:31.860><c> the</c><00:05:32.039><c> width</c><00:05:32.580><c> and</c><00:05:32.820><c> the</c> of the beam is 250 for the width and the of the beam is 250 for the width and the effective<00:05:33.300><c> depth</c><00:05:33.660><c> is</c><00:05:33.780><c> 700</c><00:05:34.320><c> so</c><00:05:34.680><c> B</c><00:05:34.979><c> and</c><00:05:35.220><c> D</c><00:05:35.520><c> are</c> effective depth is 700 so B and D are effective depth is 700 so B and D are given<00:05:36.360><c> to</c><00:05:36.539><c> us</c> given to us given to us the<00:05:38.060><c> moment</c><00:05:39.060><c> and</c><00:05:39.539><c> ultimate</c><00:05:40.139><c> is</c><00:05:40.320><c> 300</c><00:05:40.919><c> kilo</c> the moment and ultimate is 300 kilo the moment and ultimate is 300 kilo Newton<00:05:41.580><c> meter</c><00:05:42.000><c> and</c><00:05:42.479><c> is</c><00:05:42.720><c> required</c><00:05:43.199><c> to</c><00:05:43.320><c> use</c><00:05:43.560><c> the</c> Newton meter and is required to use the Newton meter and is required to use the design<00:05:43.919><c> charts</c><00:05:44.580><c> to</c><00:05:44.759><c> calculate</c><00:05:45.060><c> the</c><00:05:45.240><c> area</c><00:05:45.360><c> of</c> design charts to calculate the area of design charts to calculate the area of the<00:05:45.840><c> tension</c><00:05:46.560><c> steel</c><00:05:46.919><c> the</c><00:05:47.639><c> field</c><00:05:47.940><c> is</c><00:05:48.180><c> 460</c><00:05:48.900><c> Mega</c> the tension steel the field is 460 Mega the tension steel the field is 460 Mega Pascal<00:05:49.740><c> fvcu</c><00:05:50.460><c> is</c><00:05:50.699><c> 40</c><00:05:51.000><c> Newton</c><00:05:51.840><c> per</c><00:05:52.199><c> millimeter</c> Pascal fvcu is 40 Newton per millimeter Pascal fvcu is 40 Newton per millimeter square<00:05:53.460><c> or</c><00:05:54.000><c> 40</c><00:05:54.300><c> megapascal</c><00:05:55.199><c> so</c><00:05:55.860><c> again</c><00:05:56.100><c> let's</c> square or 40 megapascal so again let's square or 40 megapascal so again let's Supply<00:05:56.780><c> the</c><00:05:57.780><c> steps</c><00:05:58.139><c> first</c><00:05:58.500><c> we</c><00:05:58.800><c> have</c><00:05:58.979><c> to</c> Supply the steps first we have to Supply the steps first we have to calculate<00:05:59.580><c> K</c><00:05:59.820><c> to</c><00:06:00.180><c> see</c><00:06:00.479><c> if</c><00:06:00.780><c> this</c><00:06:01.080><c> will</c><00:06:01.259><c> we</c><00:06:01.620><c> have</c> calculate K to see if this will we have calculate K to see if this will we have to<00:06:01.979><c> use</c><00:06:02.160><c> a</c><00:06:02.400><c> single</c><00:06:02.699><c> reinforced</c><00:06:03.360><c> rectangular</c> to use a single reinforced rectangular to use a single reinforced rectangular section section section or<00:06:05.220><c> it</c><00:06:05.400><c> will</c><00:06:05.580><c> be</c><00:06:05.699><c> doubly</c><00:06:06.000><c> reinforced</c> or it will be doubly reinforced or it will be doubly reinforced rectangular<00:06:07.080><c> section</c><00:06:07.380><c> so</c><00:06:07.680><c> the</c><00:06:08.039><c> m</c><00:06:08.160><c> is</c><00:06:08.880><c> 300</c><00:06:09.660><c> and</c> rectangular section so the m is 300 and rectangular section so the m is 300 and don't<00:06:10.259><c> forget</c><00:06:10.440><c> to</c><00:06:10.800><c> multiply</c><00:06:11.100><c> by</c><00:06:11.400><c> 10</c><00:06:11.580><c> to</c><00:06:11.759><c> power</c> don't forget to multiply by 10 to power don't forget to multiply by 10 to power 6<00:06:12.660><c> to</c><00:06:12.960><c> change</c><00:06:13.320><c> it</c><00:06:13.500><c> from</c><00:06:13.800><c> kilo</c><00:06:14.400><c> Newton</c><00:06:14.699><c> meter</c><00:06:15.300><c> to</c> 6 to change it from kilo Newton meter to 6 to change it from kilo Newton meter to Newton<00:06:15.840><c> millimeter</c><00:06:16.919><c> and</c><00:06:17.699><c> we</c><00:06:18.000><c> substitute</c><00:06:18.539><c> the</c> Newton millimeter and we substitute the Newton millimeter and we substitute the value<00:06:18.900><c> of</c><00:06:19.020><c> FCC</c><00:06:19.380><c> u</c><00:06:19.919><c> b</c><00:06:20.400><c> and</c><00:06:20.820><c> d</c><00:06:21.120><c> square</c><00:06:21.680><c> and</c> value of FCC u b and d square and value of FCC u b and d square and therefore<00:06:23.100><c> the</c><00:06:23.580><c> values</c><00:06:23.880><c> that</c><00:06:24.060><c> we</c><00:06:24.180><c> have</c><00:06:24.240><c> it</c> therefore the values that we have it therefore the values that we have it here<00:06:24.600><c> is</c><00:06:24.780><c> 0.08</c><00:06:25.620><c> and</c><00:06:25.979><c> this</c><00:06:26.400><c> is</c><00:06:26.580><c> less</c><00:06:26.759><c> than</c><00:06:27.020><c> 0.156</c> here is 0.08 and this is less than 0.156 here is 0.08 and this is less than 0.156 this<00:06:28.979><c> means</c><00:06:29.340><c> no</c><00:06:29.819><c> compression</c><00:06:30.360><c> still</c><00:06:30.720><c> is</c> this means no compression still is this means no compression still is required<00:06:32.100><c> and</c><00:06:32.759><c> therefore</c><00:06:33.120><c> we</c><00:06:33.419><c> can</c><00:06:33.479><c> go</c><00:06:33.660><c> to</c> required and therefore we can go to required and therefore we can go to chart<00:06:34.020><c> number</c><00:06:34.319><c> one</c><00:06:34.680><c> or</c><00:06:34.979><c> chart</c><00:06:35.280><c> number</c><00:06:35.580><c> two</c> chart number one or chart number two chart number one or chart number two based<00:06:36.300><c> on</c><00:06:36.419><c> the</c><00:06:37.039><c> concrete</c><00:06:38.039><c> compressive</c> based on the concrete compressive based on the concrete compressive strands<00:06:39.060><c> so</c> strands so strands so here<00:06:41.520><c> once</c><00:06:42.360><c> we</c><00:06:42.419><c> choose</c><00:06:42.720><c> the</c><00:06:42.900><c> chart</c><00:06:43.139><c> it</c><00:06:43.800><c> will</c><00:06:43.860><c> be</c> here once we choose the chart it will be here once we choose the chart it will be chart<00:06:44.220><c> number</c><00:06:44.520><c> two</c><00:06:44.819><c> because</c><00:06:45.060><c> it</c><00:06:45.360><c> is</c><00:06:45.539><c> FCU</c><00:06:46.259><c> is</c> chart number two because it is FCU is chart number two because it is FCU is equal<00:06:46.620><c> 40</c> equal 40 equal 40 or<00:06:49.500><c> fear</c><00:06:50.039><c> there's</c><00:06:50.300><c> 460.</c><00:06:51.300><c> so</c><00:06:51.780><c> M</c><00:06:51.960><c> over</c><00:06:52.259><c> BD</c><00:06:52.800><c> square</c> or fear there's 460. so M over BD square or fear there's 460. so M over BD square is<00:06:53.639><c> 300</c><00:06:54.539><c> times</c><00:06:54.900><c> 10</c><00:06:55.139><c> to</c><00:06:55.319><c> the</c><00:06:55.500><c> power</c><00:06:55.560><c> 6</c><00:06:55.860><c> divided</c> is 300 times 10 to the power 6 divided is 300 times 10 to the power 6 divided by<00:06:56.639><c> 250</c><00:06:57.360><c> times</c><00:06:57.720><c> 700</c><00:06:58.319><c> and</c><00:06:58.680><c> don't</c><00:06:58.919><c> forget</c><00:06:59.100><c> the</c> by 250 times 700 and don't forget the by 250 times 700 and don't forget the square<00:06:59.639><c> so</c><00:07:00.240><c> this</c><00:07:00.419><c> is</c> square so this is square so this is 2.45<00:07:02.220><c> and</c><00:07:03.000><c> for</c><00:07:03.300><c> the</c><00:07:03.479><c> F</c><00:07:03.660><c> field</c><00:07:04.160><c> 460</c><00:07:05.180><c> the</c> 2.45 and for the F field 460 the 2.45 and for the F field 460 the designer<00:07:07.020><c> chart</c><00:07:07.259><c> in</c><00:07:07.560><c> this</c><00:07:07.740><c> case</c><00:07:07.860><c> we</c><00:07:08.160><c> use</c> designer chart in this case we use designer chart in this case we use design<00:07:08.639><c> chart</c><00:07:09.620><c> number</c><00:07:10.620><c> two</c><00:07:11.039><c> let's</c><00:07:11.639><c> go</c><00:07:11.940><c> and</c><00:07:12.180><c> see</c> design chart number two let's go and see design chart number two let's go and see the<00:07:12.600><c> chart</c><00:07:12.900><c> together</c><00:07:13.199><c> this</c><00:07:13.680><c> is</c><00:07:13.800><c> the</c><00:07:13.919><c> chart</c> the chart together this is the chart the chart together this is the chart number<00:07:14.400><c> two</c><00:07:14.780><c> and</c><00:07:15.780><c> this</c><00:07:15.960><c> is</c><00:07:16.080><c> singularly</c> number two and this is singularly number two and this is singularly reinforced<00:07:17.220><c> beam</c><00:07:18.259><c> and</c><00:07:19.259><c> a</c><00:07:19.560><c> field</c><00:07:19.800><c> is</c><00:07:20.160><c> 460</c><00:07:20.940><c> so</c> reinforced beam and a field is 460 so reinforced beam and a field is 460 so this<00:07:21.479><c> is</c><00:07:21.660><c> a</c><00:07:21.840><c> suitable</c><00:07:22.199><c> chart</c><00:07:23.039><c> for</c><00:07:23.699><c> our</c><00:07:24.539><c> example</c> this is a suitable chart for our example this is a suitable chart for our example here<00:07:25.740><c> the</c><00:07:26.460><c> value</c><00:07:26.639><c> of</c><00:07:26.940><c> M</c><00:07:27.120><c> over</c><00:07:27.360><c> BD</c><00:07:27.900><c> Square</c> here the value of M over BD Square here the value of M over BD Square that<00:07:29.400><c> we</c><00:07:29.580><c> already</c><00:07:29.699><c> calculated</c><00:07:30.240><c> it</c><00:07:30.660><c> is</c><00:07:30.860><c> 2.45</c><00:07:31.860><c> so</c> that we already calculated it is 2.45 so that we already calculated it is 2.45 so what<00:07:32.460><c> should</c><00:07:32.639><c> we</c><00:07:32.819><c> do</c><00:07:33.000><c> we</c><00:07:33.660><c> go</c><00:07:33.780><c> at</c><00:07:33.960><c> 2.45</c><00:07:34.800><c> here</c><00:07:35.699><c> and</c> what should we do we go at 2.45 here and what should we do we go at 2.45 here and then<00:07:36.360><c> we</c><00:07:36.539><c> go</c><00:07:36.780><c> horizontal</c><00:07:37.500><c> then</c><00:07:38.400><c> we</c><00:07:38.699><c> intersect</c> then we go horizontal then we intersect then we go horizontal then we intersect with<00:07:39.479><c> the</c><00:07:39.660><c> curve</c><00:07:40.139><c> of</c><00:07:40.319><c> a</c><00:07:40.979><c> 40</c><00:07:41.280><c> megapascal</c><00:07:42.240><c> and</c> with the curve of a 40 megapascal and with the curve of a 40 megapascal and then<00:07:42.660><c> we</c><00:07:42.960><c> go</c><00:07:43.139><c> down</c><00:07:43.460><c> and</c><00:07:44.460><c> here</c><00:07:44.819><c> we</c><00:07:45.240><c> have</c><00:07:45.360><c> to</c><00:07:45.539><c> get</c> then we go down and here we have to get then we go down and here we have to get this<00:07:45.960><c> value</c><00:07:46.319><c> from</c><00:07:46.860><c> the</c><00:07:47.539><c> this</c><00:07:48.919><c> axis</c><00:07:49.919><c> here</c><00:07:50.220><c> so</c> this value from the this axis here so this value from the this axis here so this<00:07:51.240><c> value</c><00:07:51.479><c> here</c><00:07:51.840><c> it</c><00:07:52.199><c> is</c><00:07:52.759><c> 0.5.6</c><00:07:53.759><c> and</c><00:07:54.000><c> this</c> this value here it is 0.5.6 and this this value here it is 0.5.6 and this value<00:07:54.479><c> is</c><00:07:54.720><c> 0.7</c><00:07:55.199><c> so</c><00:07:55.500><c> it</c><00:07:55.680><c> is</c><00:07:55.860><c> somehow</c><00:07:56.220><c> before</c><00:07:56.580><c> 0.7</c> value is 0.7 so it is somehow before 0.7 value is 0.7 so it is somehow before 0.7 I<00:07:57.539><c> choosed</c><00:07:57.960><c> it</c><00:07:58.080><c> here</c><00:07:58.259><c> as</c><00:07:58.639><c> 0.68</c><00:07:59.639><c> so</c><00:08:00.539><c> 100</c><00:08:01.380><c> as</c><00:08:01.919><c> over</c> I choosed it here as 0.68 so 100 as over I choosed it here as 0.68 so 100 as over BD<00:08:02.940><c> equals</c><00:08:03.539><c> 0.68</c><00:08:04.259><c> the</c><00:08:04.620><c> only</c><00:08:04.800><c> unknown</c><00:08:05.280><c> it</c><00:08:05.460><c> will</c> BD equals 0.68 the only unknown it will BD equals 0.68 the only unknown it will be<00:08:05.759><c> the</c><00:08:05.940><c> area</c><00:08:06.120><c> of</c><00:08:06.360><c> the</c><00:08:06.539><c> steel</c><00:08:06.840><c> we</c><00:08:07.440><c> can</c> be the area of the steel we can be the area of the steel we can calculate<00:08:07.919><c> the</c><00:08:08.099><c> area</c><00:08:08.280><c> of</c><00:08:08.520><c> the</c><00:08:08.699><c> steel</c><00:08:08.940><c> it</c><00:08:09.599><c> is</c> calculate the area of the steel it is calculate the area of the steel it is 1190<00:08:12.120><c> millimeter</c><00:08:12.720><c> square</c><00:08:13.080><c> so</c><00:08:13.800><c> from</c><00:08:14.099><c> here</c><00:08:14.280><c> you</c> 1190 millimeter square so from here you 1190 millimeter square so from here you can<00:08:14.639><c> choose</c><00:08:15.060><c> a</c><00:08:15.660><c> suitable</c><00:08:16.160><c> diameter</c><00:08:17.160><c> and</c><00:08:17.639><c> get</c> can choose a suitable diameter and get can choose a suitable diameter and get the<00:08:18.120><c> number</c><00:08:18.360><c> of</c><00:08:18.539><c> bars</c><00:08:19.080><c> here</c><00:08:19.620><c> I</c><00:08:19.979><c> choose</c><00:08:20.340><c> 40</c><00:08:20.940><c> 20</c> the number of bars here I choose 40 20 the number of bars here I choose 40 20 and<00:08:22.139><c> the</c><00:08:22.379><c> as</c><00:08:22.620><c> provided</c><00:08:23.280><c> is</c> and the as provided is and the as provided is 1257<00:08:25.520><c> somehow</c><00:08:26.520><c> higher</c><00:08:27.300><c> than</c><00:08:27.479><c> this</c><00:08:27.900><c> value</c> 1257 somehow higher than this value 1257 somehow higher than this value and<00:08:29.400><c> once</c><00:08:29.879><c> you</c><00:08:29.940><c> did</c><00:08:30.120><c> that</c><00:08:30.360><c> this</c><00:08:30.780><c> is</c><00:08:30.900><c> a</c><00:08:31.199><c> design</c> and once you did that this is a design and once you did that this is a design of<00:08:32.159><c> that</c><00:08:32.640><c> section</c><00:08:32.940><c> so</c><00:08:33.360><c> it</c><00:08:33.479><c> is</c><00:08:33.599><c> very</c><00:08:33.779><c> easy</c> of that section so it is very easy of that section so it is very easy calculate<00:08:34.979><c> M</c><00:08:35.219><c> over</c><00:08:35.520><c> BD</c><00:08:36.000><c> Square</c><00:08:36.240><c> go</c><00:08:36.599><c> horizontal</c> calculate M over BD Square go horizontal calculate M over BD Square go horizontal intersect<00:08:37.800><c> with</c><00:08:38.039><c> the</c><00:08:38.219><c> suitable</c><00:08:38.580><c> curve</c><00:08:38.940><c> based</c> intersect with the suitable curve based intersect with the suitable curve based on<00:08:39.360><c> the</c><00:08:39.539><c> FCC</c><00:08:39.839><c> you</c><00:08:40.140><c> will</c><00:08:40.260><c> have</c><00:08:40.500><c> go</c><00:08:41.099><c> down</c><00:08:41.339><c> and</c><00:08:41.940><c> get</c> on the FCC you will have go down and get on the FCC you will have go down and get the<00:08:42.300><c> reinforcement</c><00:08:42.959><c> ratio</c><00:08:43.560><c> and</c><00:08:44.039><c> therefore</c> the reinforcement ratio and therefore the reinforcement ratio and therefore you<00:08:44.580><c> will</c><00:08:44.760><c> be</c><00:08:44.880><c> able</c><00:08:45.000><c> to</c><00:08:45.120><c> get</c><00:08:45.420><c> the</c><00:08:45.660><c> area</c><00:08:46.200><c> of</c><00:08:46.500><c> the</c> you will be able to get the area of the you will be able to get the area of the tension<00:08:47.459><c> still</c> tension still tension still now<00:08:49.800><c> let's</c><00:08:50.220><c> move</c><00:08:50.580><c> to</c><00:08:50.880><c> the</c><00:08:51.120><c> second</c><00:08:51.300><c> type</c><00:08:51.600><c> of</c> now let's move to the second type of now let's move to the second type of charts<00:08:52.380><c> which</c><00:08:52.680><c> is</c><00:08:52.920><c> for</c><00:08:53.459><c> doubly</c><00:08:53.940><c> reinforced</c> charts which is for doubly reinforced charts which is for doubly reinforced rectangular<00:08:55.080><c> sections</c><00:08:55.680><c> we</c><00:08:55.920><c> have</c><00:08:56.040><c> from</c><00:08:56.339><c> a</c> rectangular sections we have from a rectangular sections we have from a chart<00:08:56.700><c> 3</c><00:08:57.200><c> to</c><00:08:58.200><c> chart</c><00:08:58.620><c> 20</c> chart 3 to chart 20 chart 3 to chart 20 and<00:09:02.580><c> here</c><00:09:03.240><c> this</c><00:09:03.959><c> is</c><00:09:04.080><c> showing</c><00:09:04.440><c> that</c><00:09:04.680><c> we</c><00:09:04.920><c> have</c> and here this is showing that we have and here this is showing that we have area<00:09:05.339><c> of</c><00:09:05.640><c> tension</c><00:09:05.940><c> steel</c><00:09:06.240><c> and</c><00:09:06.600><c> also</c><00:09:06.839><c> we</c><00:09:07.019><c> have</c> area of tension steel and also we have area of tension steel and also we have as<00:09:07.380><c> Dash</c><00:09:07.920><c> or</c><00:09:08.279><c> compression</c><00:09:08.880><c> steel</c><00:09:09.180><c> so</c><00:09:09.480><c> we</c><00:09:09.660><c> have</c> as Dash or compression steel so we have as Dash or compression steel so we have compression<00:09:10.620><c> steel</c><00:09:10.920><c> tension</c><00:09:11.399><c> steel</c><00:09:11.700><c> this</c> compression steel tension steel this compression steel tension steel this distance<00:09:12.839><c> here</c><00:09:13.260><c> is</c><00:09:13.560><c> called</c><00:09:13.740><c> D</c><00:09:14.040><c> Dash</c><00:09:14.399><c> and</c><00:09:14.760><c> this</c> distance here is called D Dash and this distance here is called D Dash and this distance<00:09:15.360><c> here</c><00:09:15.720><c> is</c><00:09:16.019><c> called</c><00:09:16.320><c> D</c><00:09:17.220><c> and</c><00:09:17.820><c> the</c><00:09:18.060><c> B</c><00:09:18.300><c> is</c> distance here is called D and the B is distance here is called D and the B is as<00:09:18.839><c> usual</c><00:09:19.260><c> X</c><00:09:20.100><c> is</c><00:09:20.580><c> can</c><00:09:21.360><c> be</c><00:09:21.540><c> seen</c><00:09:21.720><c> here</c><00:09:22.080><c> is</c><00:09:22.500><c> a</c> as usual X is can be seen here is a as usual X is can be seen here is a distance<00:09:23.160><c> from</c><00:09:23.519><c> the</c><00:09:23.640><c> neutral</c><00:09:24.000><c> axis</c><00:09:24.420><c> to</c><00:09:24.660><c> the</c><00:09:25.560><c> uh</c> distance from the neutral axis to the uh distance from the neutral axis to the uh the<00:09:26.459><c> compression</c><00:09:27.120><c> side</c><00:09:27.360><c> of</c><00:09:27.600><c> the</c><00:09:27.720><c> concrete</c> the compression side of the concrete the compression side of the concrete here<00:09:29.160><c> we</c><00:09:29.339><c> can</c><00:09:29.459><c> see</c><00:09:29.640><c> that</c><00:09:29.820><c> we</c><00:09:30.120><c> have</c><00:09:30.240><c> three</c> here we can see that we have three here we can see that we have three values<00:09:30.899><c> FCU</c><00:09:31.860><c> FPL</c><00:09:32.700><c> D</c><00:09:33.240><c> Dash</c><00:09:33.600><c> over</c><00:09:33.720><c> D</c><00:09:34.019><c> and</c><00:09:34.740><c> we</c><00:09:34.920><c> have</c> values FCU FPL D Dash over D and we have values FCU FPL D Dash over D and we have different<00:09:35.660><c> charts</c><00:09:36.660><c> based</c><00:09:37.140><c> on</c><00:09:37.260><c> FCU</c><00:09:37.980><c> also</c><00:09:38.820><c> we</c> different charts based on FCU also we different charts based on FCU also we have<00:09:39.180><c> charts</c><00:09:39.720><c> for</c><00:09:39.899><c> 250</c><00:09:40.620><c> and</c><00:09:40.860><c> 460</c><00:09:41.580><c> we</c><00:09:41.940><c> have</c><00:09:42.060><c> also</c> have charts for 250 and 460 we have also have charts for 250 and 460 we have also different<00:09:42.540><c> shots</c><00:09:42.899><c> for</c><00:09:43.080><c> D</c><00:09:43.260><c> Dash</c><00:09:43.560><c> over</c><00:09:43.680><c> D</c> different shots for D Dash over D different shots for D Dash over D starting<00:09:44.339><c> from</c><00:09:44.760><c> point</c><00:09:46.040><c> five</c><00:09:47.040><c> point</c><00:09:47.459><c> zero</c><00:09:47.820><c> five</c> starting from point five point zero five starting from point five point zero five point<00:09:48.300><c> one</c><00:09:48.600><c> point</c><00:09:48.959><c> fifteen</c><00:09:49.440><c> point</c><00:09:49.740><c> to</c><00:09:49.980><c> 20</c><00:09:50.220><c> okay</c> point one point fifteen point to 20 okay point one point fifteen point to 20 okay so<00:09:52.019><c> based</c><00:09:52.500><c> on</c><00:09:52.620><c> the</c><00:09:52.800><c> values</c><00:09:53.279><c> that</c><00:09:53.459><c> you</c><00:09:53.580><c> have</c><00:09:53.700><c> you</c> so based on the values that you have you so based on the values that you have you will<00:09:54.180><c> choose</c><00:09:54.480><c> the</c><00:09:54.600><c> suitable</c><00:09:55.019><c> chart</c><00:09:55.640><c> according</c> will choose the suitable chart according will choose the suitable chart according to<00:09:56.940><c> your</c><00:09:57.240><c> problem</c><00:09:58.019><c> and</c><00:09:58.920><c> then</c><00:09:59.100><c> let's</c><00:09:59.399><c> see</c><00:09:59.640><c> what</c> to your problem and then let's see what to your problem and then let's see what do<00:10:00.180><c> we</c><00:10:00.300><c> have</c><00:10:00.420><c> in</c><00:10:00.720><c> this</c><00:10:00.899><c> chart</c><00:10:01.560><c> as</c><00:10:02.399><c> the</c><00:10:02.940><c> thing</c> do we have in this chart as the thing do we have in this chart as the thing reinforced<00:10:04.339><c> charts</c><00:10:05.339><c> the</c><00:10:06.000><c> vertical</c><00:10:06.360><c> axis</c><00:10:06.899><c> is</c> reinforced charts the vertical axis is reinforced charts the vertical axis is still<00:10:07.620><c> similar</c><00:10:08.100><c> M</c><00:10:08.399><c> over</c><00:10:08.640><c> BD</c><00:10:09.120><c> Square</c> still similar M over BD Square still similar M over BD Square the<00:10:10.680><c> horizontal</c><00:10:11.220><c> here</c><00:10:11.399><c> is</c><00:10:11.640><c> also</c><00:10:12.000><c> similar</c><00:10:12.420><c> it</c> the horizontal here is also similar it the horizontal here is also similar it is<00:10:12.959><c> a</c><00:10:13.260><c> reinforcement</c><00:10:14.220><c> ratio</c><00:10:14.700><c> of</c><00:10:14.820><c> tension</c> is a reinforcement ratio of tension is a reinforcement ratio of tension steel<00:10:15.480><c> the</c><00:10:15.839><c> as</c><00:10:16.080><c> we</c><00:10:16.800><c> can</c><00:10:16.920><c> get</c><00:10:17.100><c> it</c><00:10:17.220><c> from</c><00:10:17.459><c> this</c><00:10:17.700><c> HR</c> steel the as we can get it from this HR steel the as we can get it from this HR this<00:10:18.360><c> is</c><00:10:18.480><c> a</c><00:10:18.540><c> reinforcement</c><00:10:18.959><c> ratio</c> this is a reinforcement ratio this is a reinforcement ratio and<00:10:21.240><c> then</c><00:10:21.480><c> here</c><00:10:21.779><c> the</c><00:10:22.200><c> difference</c><00:10:22.320><c> is</c><00:10:22.740><c> we</c><00:10:23.160><c> have</c> and then here the difference is we have and then here the difference is we have in<00:10:24.300><c> this</c><00:10:24.839><c> side</c><00:10:25.080><c> we</c><00:10:25.980><c> have</c><00:10:26.160><c> different</c><00:10:26.459><c> curves</c> in this side we have different curves in this side we have different curves but<00:10:27.300><c> all</c><00:10:27.540><c> of</c><00:10:27.660><c> them</c> but all of them but all of them are<00:10:29.459><c> for</c><00:10:29.760><c> concrete</c><00:10:30.540><c> compressive</c><00:10:31.080><c> strengths</c> are for concrete compressive strengths are for concrete compressive strengths 25<00:10:32.459><c> in</c><00:10:33.000><c> this</c><00:10:33.180><c> case</c><00:10:33.360><c> or</c><00:10:33.660><c> 30</c><00:10:33.899><c> or</c><00:10:34.200><c> 35</c><00:10:34.440><c> based</c><00:10:35.100><c> on</c><00:10:35.160><c> the</c> 25 in this case or 30 or 35 based on the 25 in this case or 30 or 35 based on the chart<00:10:35.640><c> but</c><00:10:36.240><c> why</c><00:10:36.540><c> we</c><00:10:36.779><c> have</c><00:10:36.899><c> different</c> chart but why we have different chart but why we have different curves<00:10:39.000><c> here</c><00:10:39.300><c> because</c><00:10:39.600><c> each</c><00:10:40.019><c> curve</c><00:10:40.500><c> is</c> curves here because each curve is curves here because each curve is representing<00:10:41.279><c> the</c><00:10:41.660><c> reinforcement</c><00:10:42.660><c> ratio</c><00:10:43.200><c> of</c> representing the reinforcement ratio of representing the reinforcement ratio of compression<00:10:43.920><c> steel</c><00:10:44.220><c> the</c><00:10:44.519><c> compression</c><00:10:44.940><c> steel</c> compression steel the compression steel compression steel the compression steel reinforcement<00:10:45.959><c> ratio</c><00:10:46.560><c> starting</c><00:10:47.160><c> from</c><00:10:47.579><c> zero</c> reinforcement ratio starting from zero reinforcement ratio starting from zero means<00:10:49.320><c> in</c><00:10:49.560><c> this</c><00:10:49.680><c> case</c><00:10:49.860><c> there</c><00:10:50.160><c> is</c><00:10:50.279><c> no</c> means in this case there is no means in this case there is no compression<00:10:50.880><c> steel</c><00:10:51.180><c> and</c><00:10:51.540><c> therefore</c><00:10:51.899><c> we</c> compression steel and therefore we compression steel and therefore we should<00:10:52.320><c> go</c><00:10:52.560><c> back</c><00:10:52.800><c> to</c><00:10:53.040><c> the</c><00:10:53.880><c> thing</c><00:10:54.180><c> that</c> should go back to the thing that should go back to the thing that reinforced<00:10:55.140><c> uh</c> reinforced uh reinforced uh bigger<00:10:58.560><c> or</c><00:10:58.680><c> chart</c><00:10:58.980><c> we</c><00:10:59.579><c> can</c><00:10:59.700><c> use</c><00:10:59.940><c> it</c><00:11:00.120><c> then</c><00:11:01.019><c> we</c> bigger or chart we can use it then we bigger or chart we can use it then we can<00:11:01.500><c> move</c><00:11:01.680><c> now</c><00:11:01.980><c> to</c><00:11:02.420><c> reinforcement</c><00:11:03.420><c> ratio</c><00:11:04.019><c> 0.5</c> can move now to reinforcement ratio 0.5 can move now to reinforcement ratio 0.5 1<00:11:05.540><c> 1.52</c><00:11:06.540><c> until</c><00:11:07.200><c> going</c><00:11:07.620><c> to</c><00:11:07.860><c> four</c><00:11:08.100><c> percent</c><00:11:08.339><c> so</c> 1 1.52 until going to four percent so 1 1.52 until going to four percent so each<00:11:09.660><c> curve</c><00:11:10.200><c> of</c><00:11:10.320><c> this</c><00:11:10.680><c> is</c><00:11:11.459><c> representing</c><00:11:12.180><c> a</c> each curve of this is representing a each curve of this is representing a reinforcement<00:11:13.440><c> ratio</c><00:11:14.040><c> for</c><00:11:14.399><c> the</c><00:11:14.760><c> compression</c> reinforcement ratio for the compression reinforcement ratio for the compression Steel Steel Steel we<00:11:17.279><c> have</c><00:11:17.459><c> here</c><00:11:17.700><c> also</c><00:11:18.120><c> uh</c><00:11:19.079><c> three</c><00:11:19.440><c> values</c><00:11:19.920><c> X</c><00:11:20.220><c> over</c> we have here also uh three values X over we have here also uh three values X over D<00:11:20.760><c> this</c><00:11:21.060><c> is</c><00:11:21.300><c> X</c><00:11:21.540><c> over</c><00:11:21.839><c> D</c><00:11:22.140><c> starting</c><00:11:22.680><c> from</c> D this is X over D starting from D this is X over D starting from 0.3.4.5<00:11:24.720><c> and</c><00:11:25.620><c> according</c><00:11:26.040><c> to</c><00:11:26.220><c> the</c><00:11:26.459><c> BS</c><00:11:27.000><c> code</c><00:11:27.420><c> the</c> 0.3.4.5 and according to the BS code the 0.3.4.5 and according to the BS code the XR<00:11:28.800><c> over</c><00:11:29.100><c> D</c><00:11:29.399><c> cannot</c><00:11:29.880><c> exceed</c><00:11:30.300><c> 0.5</c><00:11:30.600><c> so</c><00:11:31.140><c> this</c><00:11:31.500><c> line</c> XR over D cannot exceed 0.5 so this line XR over D cannot exceed 0.5 so this line here<00:11:32.100><c> you</c><00:11:32.399><c> should</c><00:11:32.579><c> ensure</c><00:11:33.000><c> that</c><00:11:33.240><c> you</c><00:11:33.360><c> will</c><00:11:33.480><c> not</c> here you should ensure that you will not here you should ensure that you will not exceed<00:11:34.019><c> this</c><00:11:34.440><c> line</c><00:11:34.620><c> when</c><00:11:34.980><c> we</c><00:11:35.220><c> choose</c><00:11:35.579><c> the</c> exceed this line when we choose the exceed this line when we choose the value<00:11:36.300><c> of</c><00:11:36.540><c> intersection</c><00:11:37.019><c> here</c><00:11:37.380><c> and</c><00:11:37.680><c> I'm</c><00:11:37.860><c> going</c> value of intersection here and I'm going value of intersection here and I'm going to<00:11:38.160><c> explain</c><00:11:38.339><c> this</c><00:11:39.000><c> in</c><00:11:39.600><c> the</c><00:11:39.779><c> coming</c><00:11:39.959><c> few</c> to explain this in the coming few to explain this in the coming few minutes minutes minutes so<00:11:42.720><c> what</c><00:11:43.380><c> do</c><00:11:43.860><c> we</c><00:11:44.220><c> have</c><00:11:44.459><c> here</c><00:11:44.760><c> usually</c><00:11:45.300><c> we'll</c> so what do we have here usually we'll so what do we have here usually we'll have<00:11:45.779><c> the</c><00:11:46.019><c> dimensions</c><00:11:46.920><c> will</c><00:11:47.279><c> be</c><00:11:47.399><c> given</c><00:11:47.700><c> or</c><00:11:47.880><c> you</c> have the dimensions will be given or you have the dimensions will be given or you will<00:11:48.180><c> assume</c><00:11:48.600><c> it</c> will assume it will assume it based<00:11:50.399><c> on</c><00:11:50.519><c> your</c><00:11:50.760><c> experience</c><00:11:51.240><c> and</c><00:11:51.779><c> as</c><00:11:52.200><c> we</c><00:11:52.380><c> learn</c> based on your experience and as we learn based on your experience and as we learn it<00:11:52.740><c> in</c><00:11:52.920><c> other</c><00:11:53.100><c> videos</c> it in other videos it in other videos fecu<00:11:55.740><c> FV</c><00:11:56.160><c> yield</c><00:11:56.399><c> and</c><00:11:56.700><c> the</c><00:11:56.880><c> M</c><00:11:57.360><c> ultimate</c><00:11:57.959><c> what</c><00:11:58.260><c> is</c> fecu FV yield and the M ultimate what is fecu FV yield and the M ultimate what is required<00:11:58.920><c> the</c><00:11:59.339><c> area</c><00:11:59.640><c> of</c><00:11:59.940><c> Steel</c><00:12:00.240><c> tension</c><00:12:00.959><c> steel</c> required the area of Steel tension steel required the area of Steel tension steel and<00:12:01.500><c> compression</c><00:12:01.980><c> Steels</c><00:12:02.519><c> what</c><00:12:02.880><c> are</c><00:12:03.060><c> the</c> and compression Steels what are the and compression Steels what are the steps<00:12:03.600><c> just</c><00:12:03.899><c> to</c><00:12:04.140><c> concentrate</c><00:12:04.800><c> with</c><00:12:04.980><c> me</c><00:12:05.160><c> and</c> steps just to concentrate with me and steps just to concentrate with me and you<00:12:05.519><c> will</c><00:12:05.640><c> learn</c><00:12:05.820><c> how</c><00:12:06.000><c> to</c><00:12:06.180><c> do</c><00:12:06.300><c> that</c><00:12:06.540><c> the</c><00:12:07.440><c> first</c> you will learn how to do that the first you will learn how to do that the first step<00:12:07.980><c> is</c><00:12:08.279><c> to</c><00:12:08.579><c> calculate</c><00:12:09.120><c> the</c><00:12:09.360><c> K</c><00:12:09.540><c> as</c><00:12:10.260><c> usual</c> step is to calculate the K as usual step is to calculate the K as usual because<00:12:10.980><c> at</c><00:12:11.459><c> the</c><00:12:11.579><c> beginning</c><00:12:11.760><c> I</c><00:12:12.300><c> don't</c><00:12:12.420><c> know</c><00:12:12.600><c> if</c> because at the beginning I don't know if because at the beginning I don't know if this<00:12:13.200><c> section</c><00:12:13.380><c> will</c><00:12:13.680><c> be</c><00:12:13.800><c> singly</c><00:12:14.220><c> or</c><00:12:14.459><c> doubly</c><00:12:14.820><c> so</c> this section will be singly or doubly so this section will be singly or doubly so calculate<00:12:15.480><c> the</c><00:12:15.720><c> K</c><00:12:15.959><c> in</c><00:12:16.440><c> this</c><00:12:16.560><c> case</c><00:12:16.680><c> it</c><00:12:16.920><c> will</c><00:12:17.040><c> be</c> calculate the K in this case it will be calculate the K in this case it will be greater<00:12:17.579><c> than</c><00:12:17.720><c> 0.156</c><00:12:18.720><c> it</c><00:12:19.079><c> means</c><00:12:19.440><c> I</c><00:12:19.740><c> will</c><00:12:19.920><c> go</c><00:12:20.100><c> to</c> greater than 0.156 it means I will go to greater than 0.156 it means I will go to double<00:12:20.459><c> reinforced</c><00:12:21.120><c> rectangular</c><00:12:21.660><c> section</c> double reinforced rectangular section double reinforced rectangular section then<00:12:22.740><c> we</c><00:12:22.980><c> calculate</c><00:12:23.339><c> M</c><00:12:23.640><c> over</c><00:12:23.880><c> BD</c><00:12:24.420><c> Square</c><00:12:24.660><c> which</c> then we calculate M over BD Square which then we calculate M over BD Square which is<00:12:25.260><c> the</c><00:12:25.560><c> value</c><00:12:26.279><c> that</c><00:12:26.640><c> we</c><00:12:26.760><c> have</c><00:12:26.940><c> it</c><00:12:27.060><c> here</c><00:12:27.720><c> and</c> is the value that we have it here and is the value that we have it here and then<00:12:28.500><c> we</c><00:12:28.800><c> choose</c><00:12:29.160><c> the</c><00:12:29.579><c> suitable</c><00:12:30.000><c> chart</c><00:12:30.360><c> okay</c> then we choose the suitable chart okay then we choose the suitable chart okay chart<00:12:31.680><c> three</c><00:12:32.040><c> four</c><00:12:32.459><c> five</c><00:12:32.760><c> six</c><00:12:33.000><c> or</c><00:12:33.300><c> whatever</c> chart three four five six or whatever chart three four five six or whatever based<00:12:34.019><c> on</c><00:12:34.140><c> the</c><00:12:34.519><c> fccu</c><00:12:35.519><c> a</c><00:12:35.700><c> field</c><00:12:35.880><c> and</c><00:12:36.120><c> dash</c><00:12:36.660><c> over</c> based on the fccu a field and dash over based on the fccu a field and dash over D<00:12:37.079><c> then</c><00:12:37.560><c> we</c><00:12:37.800><c> go</c><00:12:37.920><c> horizontal</c><00:12:39.000><c> we</c><00:12:39.720><c> will</c> D then we go horizontal we will D then we go horizontal we will intersect<00:12:40.620><c> with</c><00:12:40.920><c> the</c><00:12:41.339><c> Curve</c><00:12:42.240><c> all</c><00:12:43.079><c> of</c><00:12:43.200><c> these</c> intersect with the Curve all of these intersect with the Curve all of these curves<00:12:43.800><c> but</c> curves but curves but we<00:12:45.720><c> choose</c><00:12:46.680><c> the</c><00:12:46.860><c> care</c><00:12:47.100><c> who</c><00:12:47.459><c> is</c><00:12:47.639><c> minimum</c><00:12:48.000><c> a</c><00:12:48.240><c> s</c> we choose the care who is minimum a s we choose the care who is minimum a s Dash<00:12:48.959><c> provided</c><00:12:49.620><c> that</c><00:12:49.860><c> X</c><00:12:50.040><c> over</c><00:12:50.279><c> D</c><00:12:50.579><c> is</c><00:12:50.820><c> less</c><00:12:51.000><c> than</c> Dash provided that X over D is less than Dash provided that X over D is less than 0.5<00:12:51.420><c> so</c><00:12:51.959><c> when</c><00:12:52.139><c> you</c><00:12:52.380><c> go</c><00:12:52.500><c> and</c><00:12:52.740><c> intersect</c><00:12:53.279><c> let's</c> 0.5 so when you go and intersect let's 0.5 so when you go and intersect let's say<00:12:53.839><c> you</c><00:12:54.839><c> have</c><00:12:55.139><c> a</c><00:12:55.680><c> m</c><00:12:55.920><c> over</c><00:12:56.160><c> b</c><00:12:56.459><c> d</c><00:12:56.700><c> square</c><00:12:57.260><c> it</c><00:12:58.260><c> is</c> say you have a m over b d square it is say you have a m over b d square it is eight<00:12:59.220><c> so</c><00:12:59.820><c> if</c><00:13:00.060><c> you</c><00:13:00.180><c> will</c><00:13:00.300><c> go</c><00:13:00.480><c> intersect</c><00:13:00.959><c> here</c> eight so if you will go intersect here eight so if you will go intersect here he<00:13:02.279><c> will</c><00:13:02.519><c> intersect</c><00:13:02.880><c> with</c><00:13:03.180><c> this</c><00:13:03.600><c> curve</c><00:13:04.200><c> at</c><00:13:04.380><c> one</c> he will intersect with this curve at one he will intersect with this curve at one percent<00:13:05.240><c> compression</c><00:13:06.240><c> steer</c><00:13:06.600><c> reinforcement</c> percent compression steer reinforcement percent compression steer reinforcement ratio<00:13:07.620><c> but</c><00:13:08.040><c> this</c><00:13:08.399><c> point</c><00:13:08.579><c> is</c><00:13:09.060><c> going</c><00:13:09.720><c> behind</c><00:13:10.260><c> or</c> ratio but this point is going behind or ratio but this point is going behind or after<00:13:10.920><c> the</c><00:13:11.160><c> X</c><00:13:11.339><c> over</c><00:13:11.579><c> D</c><00:13:11.820><c> of</c><00:13:12.060><c> 0.5</c><00:13:12.240><c> so</c><00:13:12.720><c> we</c><00:13:12.899><c> cannot</c> after the X over D of 0.5 so we cannot after the X over D of 0.5 so we cannot use<00:13:13.440><c> this</c><00:13:13.680><c> one</c><00:13:13.860><c> because</c><00:13:14.459><c> if</c><00:13:14.760><c> I</c><00:13:14.940><c> use</c><00:13:15.240><c> this</c><00:13:15.420><c> one</c> use this one because if I use this one use this one because if I use this one we<00:13:15.779><c> have</c><00:13:15.899><c> we'll</c><00:13:16.200><c> have</c><00:13:16.440><c> a</c><00:13:16.620><c> compression</c><00:13:17.040><c> failure</c> we have we'll have a compression failure we have we'll have a compression failure of<00:13:17.700><c> the</c><00:13:17.820><c> cross</c><00:13:18.000><c> section</c><00:13:18.300><c> so</c><00:13:18.600><c> it</c><00:13:18.720><c> is</c><00:13:18.839><c> not</c> of the cross section so it is not of the cross section so it is not allowed<00:13:19.440><c> to</c><00:13:19.680><c> go</c><00:13:19.920><c> behind</c><00:13:20.820><c> this</c><00:13:21.300><c> line</c><00:13:21.600><c> so</c><00:13:22.079><c> if</c> allowed to go behind this line so if allowed to go behind this line so if this<00:13:23.100><c> one</c><00:13:23.339><c> in</c><00:13:23.760><c> the</c><00:13:23.940><c> intersection</c><00:13:24.240><c> is</c><00:13:24.540><c> behind</c> this one in the intersection is behind this one in the intersection is behind we<00:13:25.019><c> have</c><00:13:25.139><c> to</c><00:13:25.260><c> move</c><00:13:25.440><c> to</c><00:13:25.680><c> the</c><00:13:26.300><c> uh</c><00:13:27.300><c> higher</c> we have to move to the uh higher we have to move to the uh higher compression<00:13:28.560><c> steer</c><00:13:28.920><c> reinforcement</c><00:13:29.339><c> ratio</c><00:13:29.880><c> so</c> compression steer reinforcement ratio so compression steer reinforcement ratio so we'll<00:13:30.240><c> intersect</c><00:13:30.660><c> with</c><00:13:30.899><c> this</c><00:13:31.139><c> curve</c><00:13:31.500><c> yes</c><00:13:31.680><c> this</c> we'll intersect with this curve yes this we'll intersect with this curve yes this point<00:13:32.160><c> is</c><00:13:32.399><c> correct</c><00:13:32.820><c> because</c><00:13:33.060><c> it</c><00:13:33.360><c> is</c><00:13:33.480><c> before</c> point is correct because it is before point is correct because it is before the<00:13:34.079><c> X</c><00:13:34.260><c> over</c><00:13:34.500><c> D</c><00:13:34.800><c> of</c><00:13:35.339><c> 0.5</c><00:13:35.579><c> then</c><00:13:36.480><c> we</c><00:13:36.720><c> can</c><00:13:36.839><c> go</c><00:13:37.079><c> down</c> the X over D of 0.5 then we can go down the X over D of 0.5 then we can go down to<00:13:37.620><c> get</c><00:13:37.800><c> the</c><00:13:37.920><c> area</c><00:13:38.100><c> of</c><00:13:38.279><c> tension</c><00:13:38.639><c> still</c><00:13:38.940><c> and</c><00:13:39.779><c> we</c> to get the area of tension still and we to get the area of tension still and we have<00:13:40.800><c> the</c><00:13:40.980><c> area</c><00:13:41.160><c> of</c><00:13:41.339><c> the</c><00:13:41.519><c> compression</c><00:13:42.000><c> still</c> have the area of the compression still have the area of the compression still so<00:13:43.620><c> once</c><00:13:44.399><c> we</c><00:13:44.519><c> did</c><00:13:44.700><c> that</c><00:13:44.940><c> we</c><00:13:45.560><c> get</c><00:13:46.560><c> the</c><00:13:46.980><c> number</c> so once we did that we get the number so once we did that we get the number and<00:13:47.760><c> choose</c><00:13:48.240><c> a</c><00:13:48.420><c> suitable</c><00:13:48.779><c> diameter</c><00:13:49.200><c> of</c><00:13:49.380><c> bars</c> and choose a suitable diameter of bars and choose a suitable diameter of bars okay<00:13:50.459><c> let's</c><00:13:50.760><c> clarify</c><00:13:51.420><c> this</c><00:13:51.600><c> by</c><00:13:51.839><c> solving</c><00:13:52.380><c> an</c> okay let's clarify this by solving an okay let's clarify this by solving an example<00:13:52.800><c> together</c><00:13:53.040><c> let's</c><00:13:53.700><c> do</c><00:13:54.000><c> that</c> example together let's do that example together let's do that in<00:13:55.620><c> this</c><00:13:55.740><c> example</c><00:13:56.220><c> we</c><00:13:56.639><c> have</c><00:13:57.019><c> uh</c><00:13:58.019><c> the</c><00:13:58.320><c> same</c> in this example we have uh the same in this example we have uh the same cross<00:13:58.740><c> section</c><00:13:58.980><c> b</c><00:13:59.459><c> equal</c><00:13:59.700><c> to</c><00:14:00.000><c> 150</c><00:14:00.779><c> D</c><00:14:01.019><c> is</c><00:14:01.260><c> 700</c> cross section b equal to 150 D is 700 cross section b equal to 150 D is 700 but<00:14:02.040><c> the</c><00:14:02.220><c> moment</c><00:14:02.519><c> here</c><00:14:02.700><c> in</c><00:14:02.940><c> this</c><00:14:03.120><c> case</c><00:14:03.240><c> is</c><00:14:03.480><c> 900</c> but the moment here in this case is 900 but the moment here in this case is 900 kilo<00:14:04.560><c> Newton</c><00:14:04.740><c> meter</c><00:14:05.100><c> much</c><00:14:05.339><c> higher</c><00:14:05.760><c> than</c><00:14:05.940><c> the</c> kilo Newton meter much higher than the kilo Newton meter much higher than the previous<00:14:06.779><c> example</c><00:14:07.440><c> everything</c><00:14:08.279><c> else</c><00:14:08.639><c> is</c><00:14:09.000><c> the</c> previous example everything else is the previous example everything else is the same<00:14:09.720><c> so</c><00:14:10.200><c> let's</c><00:14:10.500><c> see</c><00:14:10.800><c> calculate</c><00:14:11.700><c> K</c><00:14:11.940><c> as</c><00:14:12.240><c> usual</c><00:14:12.540><c> K</c> same so let's see calculate K as usual K same so let's see calculate K as usual K is<00:14:13.500><c> in</c><00:14:13.740><c> this</c><00:14:13.920><c> case</c><00:14:14.100><c> greater</c><00:14:14.639><c> than</c> is in this case greater than is in this case greater than 0.156<00:14:16.560><c> so</c><00:14:17.220><c> this</c><00:14:17.760><c> means</c><00:14:18.060><c> compression</c> 0.156 so this means compression 0.156 so this means compression reinforcement<00:14:19.380><c> is</c><00:14:19.980><c> required</c><00:14:21.240><c> okay</c><00:14:21.839><c> so</c><00:14:22.680><c> we</c> reinforcement is required okay so we reinforcement is required okay so we calculate<00:14:23.220><c> M</c><00:14:23.459><c> over</c><00:14:23.760><c> BD</c><00:14:24.240><c> Square</c><00:14:24.480><c> it</c><00:14:24.899><c> is</c><00:14:25.160><c> 7.35</c> calculate M over BD Square it is 7.35 calculate M over BD Square it is 7.35 this<00:14:26.700><c> is</c><00:14:26.820><c> we</c><00:14:27.120><c> needed</c><00:14:27.660><c> because</c><00:14:27.959><c> the</c><00:14:28.320><c> value</c><00:14:28.440><c> here</c> this is we needed because the value here this is we needed because the value here is<00:14:28.980><c> the</c><00:14:29.279><c> value</c><00:14:29.459><c> that</c><00:14:29.700><c> we</c><00:14:29.880><c> needed</c><00:14:30.120><c> for</c><00:14:30.300><c> the</c> is the value that we needed for the is the value that we needed for the vertical<00:14:31.019><c> axis</c><00:14:31.560><c> and</c><00:14:32.459><c> we</c><00:14:32.700><c> have</c><00:14:32.820><c> to</c><00:14:33.000><c> choose</c><00:14:33.300><c> the</c> vertical axis and we have to choose the vertical axis and we have to choose the suitable suitable suitable chart<00:14:35.760><c> so</c><00:14:36.120><c> for</c><00:14:36.360><c> f</c><00:14:36.600><c> field</c><00:14:36.920><c> 460</c><00:14:37.920><c> Mega</c><00:14:38.700><c> Pascal</c> chart so for f field 460 Mega Pascal chart so for f field 460 Mega Pascal fpcu40<00:14:40.500><c> D</c><00:14:41.279><c> Dash</c><00:14:41.579><c> over</c><00:14:41.699><c> D</c><00:14:42.000><c> point</c><00:14:42.240><c> one</c><00:14:42.540><c> so</c><00:14:42.959><c> we</c> fpcu40 D Dash over D point one so we fpcu40 D Dash over D point one so we have<00:14:43.500><c> to</c><00:14:43.620><c> use</c><00:14:43.980><c> the</c><00:14:44.639><c> chart</c><00:14:44.940><c> number</c><00:14:45.779><c> 12.</c><00:14:46.440><c> here</c> have to use the chart number 12. here have to use the chart number 12. here why<00:14:47.519><c> we</c><00:14:47.760><c> use</c><00:14:47.880><c> D</c><00:14:48.120><c> Dash</c><00:14:48.420><c> over</c><00:14:48.540><c> D</c><00:14:48.779><c> is</c><00:14:48.959><c> 0.1</c><00:14:49.320><c> because</c> why we use D Dash over D is 0.1 because why we use D Dash over D is 0.1 because it<00:14:49.920><c> is</c><00:14:50.040><c> given</c><00:14:50.339><c> in</c><00:14:50.459><c> the</c><00:14:50.699><c> problem</c><00:14:50.940><c> here</c><00:14:51.300><c> if</c><00:14:51.779><c> it</c><00:14:51.899><c> is</c> it is given in the problem here if it is it is given in the problem here if it is not<00:14:52.199><c> given</c><00:14:52.500><c> and</c><00:14:52.680><c> you</c><00:14:52.860><c> have</c><00:14:52.980><c> the</c><00:14:53.160><c> value</c><00:14:53.339><c> of</c><00:14:53.579><c> D</c> not given and you have the value of D not given and you have the value of D Dash<00:14:54.120><c> and</c><00:14:54.300><c> D</c><00:14:54.540><c> you</c><00:14:54.779><c> have</c><00:14:54.959><c> to</c><00:14:55.199><c> get</c><00:14:55.620><c> the</c><00:14:55.880><c> ratio</c> Dash and D you have to get the ratio Dash and D you have to get the ratio between<00:14:57.120><c> D</c><00:14:57.420><c> Dash</c><00:14:57.779><c> and</c><00:14:57.959><c> d</c><00:14:58.139><c> and</c><00:14:58.440><c> use</c><00:14:58.620><c> one</c><00:14:59.339><c> which</c> between D Dash and d and use one which between D Dash and d and use one which is<00:14:59.760><c> close</c><00:15:00.000><c> to</c><00:15:00.180><c> even</c><00:15:00.480><c> if</c><00:15:00.720><c> you</c><00:15:00.839><c> have</c><00:15:00.959><c> it</c><00:15:01.139><c> like</c> is close to even if you have it like is close to even if you have it like point<00:15:01.620><c> zero</c><00:15:02.040><c> line</c><00:15:02.160><c> so</c><00:15:02.579><c> take</c><00:15:02.880><c> it</c><00:15:03.120><c> as</c><00:15:03.240><c> point</c><00:15:03.540><c> one</c> point zero line so take it as point one point zero line so take it as point one or<00:15:04.440><c> Point</c><00:15:04.620><c> eleven</c><00:15:05.100><c> take</c><00:15:05.459><c> it</c><00:15:05.699><c> as</c><00:15:05.880><c> also</c><00:15:06.240><c> point</c> or Point eleven take it as also point or Point eleven take it as also point one one one let's<00:15:08.699><c> apply</c><00:15:09.360><c> this</c><00:15:09.600><c> in</c><00:15:09.899><c> the</c><00:15:10.019><c> chart</c><00:15:10.260><c> we</c> let's apply this in the chart we let's apply this in the chart we calculated<00:15:11.160><c> the</c><00:15:11.639><c> value</c><00:15:11.820><c> it</c><00:15:12.060><c> was</c><00:15:12.240><c> seven</c><00:15:12.480><c> here</c> calculated the value it was seven here calculated the value it was seven here points<00:15:13.260><c> that</c><00:15:13.440><c> uh</c> points that uh points that uh 35<00:15:16.440><c> so</c><00:15:17.040><c> we</c><00:15:17.279><c> will</c><00:15:17.459><c> go</c><00:15:18.180><c> at</c><00:15:18.899><c> from</c><00:15:19.560><c> this</c><00:15:19.940><c> 7.35</c><00:15:20.940><c> we'll</c> 35 so we will go at from this 7.35 we'll 35 so we will go at from this 7.35 we'll go<00:15:21.660><c> horizontal</c><00:15:22.199><c> until</c><00:15:22.980><c> we'll</c><00:15:23.279><c> intersect</c><00:15:23.820><c> with</c> go horizontal until we'll intersect with go horizontal until we'll intersect with the<00:15:25.079><c> curves</c><00:15:25.440><c> okay</c><00:15:25.920><c> so</c><00:15:26.339><c> with</c><00:15:27.240><c> the</c><00:15:27.480><c> first</c><00:15:27.660><c> curve</c> the curves okay so with the first curve the curves okay so with the first curve here<00:15:28.260><c> with</c><00:15:28.560><c> zero</c><00:15:29.100><c> percent</c><00:15:29.820><c> or</c><00:15:30.540><c> no</c><00:15:30.959><c> compression</c> here with zero percent or no compression here with zero percent or no compression steel<00:15:31.800><c> we</c><00:15:32.100><c> can</c><00:15:32.220><c> see</c><00:15:32.339><c> it</c><00:15:32.519><c> would</c><00:15:32.699><c> intersect</c><00:15:33.120><c> at</c> steel we can see it would intersect at steel we can see it would intersect at this<00:15:33.660><c> point</c> this point this point and<00:15:34.920><c> it</c><00:15:35.100><c> will</c><00:15:35.220><c> give</c><00:15:35.399><c> us</c><00:15:35.579><c> a</c><00:15:35.760><c> reinforcement</c> and it will give us a reinforcement and it will give us a reinforcement ratio<00:15:36.720><c> of</c><00:15:36.839><c> tension</c><00:15:37.139><c> still</c><00:15:37.940><c> 2.85</c><00:15:38.940><c> about</c><00:15:39.540><c> that</c> ratio of tension still 2.85 about that ratio of tension still 2.85 about that value<00:15:40.579><c> 2.85</c><00:15:41.579><c> but</c><00:15:42.139><c> we</c><00:15:43.139><c> have</c><00:15:43.440><c> a</c><00:15:43.680><c> problem</c><00:15:43.800><c> here</c> value 2.85 but we have a problem here value 2.85 but we have a problem here what<00:15:44.519><c> is</c><00:15:44.760><c> the</c><00:15:44.940><c> problem</c><00:15:45.199><c> X</c><00:15:46.199><c> over</c><00:15:46.440><c> D</c><00:15:46.740><c> at</c><00:15:47.100><c> this</c> what is the problem X over D at this what is the problem X over D at this point<00:15:47.459><c> is</c><00:15:47.760><c> exceeding</c><00:15:48.300><c> the</c><00:15:48.480><c> value</c><00:15:48.720><c> of</c><00:15:49.199><c> x</c><00:15:49.440><c> over</c> point is exceeding the value of x over point is exceeding the value of x over 0.5<00:15:50.279><c> which</c><00:15:51.000><c> is</c><00:15:51.120><c> the</c><00:15:51.300><c> maximum</c><00:15:51.720><c> value</c><00:15:52.620><c> by</c><00:15:53.279><c> the</c><00:15:53.579><c> BS</c> 0.5 which is the maximum value by the BS 0.5 which is the maximum value by the BS code<00:15:54.240><c> so</c><00:15:54.540><c> we</c><00:15:54.899><c> cannot</c><00:15:55.199><c> accept</c><00:15:55.560><c> that</c><00:15:56.220><c> value</c><00:15:56.519><c> and</c> code so we cannot accept that value and code so we cannot accept that value and we<00:15:57.300><c> cannot</c><00:15:57.600><c> say</c><00:15:58.019><c> we</c><00:15:58.320><c> will</c><00:15:58.440><c> use</c><00:15:58.620><c> only</c><00:15:58.800><c> tension</c> we cannot say we will use only tension we cannot say we will use only tension steel<00:15:59.579><c> with</c><00:15:59.940><c> no</c><00:16:00.360><c> compression</c><00:16:00.839><c> steel</c><00:16:01.079><c> because</c> steel with no compression steel because steel with no compression steel because if<00:16:01.620><c> you</c><00:16:01.800><c> did</c><00:16:01.980><c> that</c><00:16:02.220><c> you</c><00:16:02.820><c> will</c><00:16:02.940><c> have</c><00:16:03.120><c> a</c> if you did that you will have a if you did that you will have a compression<00:16:03.600><c> failure</c><00:16:03.959><c> and</c><00:16:04.139><c> therefore</c><00:16:04.500><c> this</c> compression failure and therefore this compression failure and therefore this will<00:16:04.920><c> be</c><00:16:05.100><c> a</c><00:16:05.399><c> bad</c><00:16:05.579><c> Design</c><00:16:05.940><c> This</c><00:16:06.720><c> is</c><00:16:06.839><c> wrong</c><00:16:07.139><c> will</c> will be a bad Design This is wrong will will be a bad Design This is wrong will not<00:16:07.680><c> be</c><00:16:07.860><c> accepted</c><00:16:08.339><c> so</c><00:16:08.699><c> what</c><00:16:09.420><c> we</c><00:16:09.600><c> should</c><00:16:09.839><c> do</c><00:16:10.019><c> we</c> not be accepted so what we should do we not be accepted so what we should do we have<00:16:10.380><c> to</c><00:16:10.560><c> move</c><00:16:10.740><c> to</c><00:16:11.100><c> the</c><00:16:11.699><c> higher</c><00:16:12.180><c> reinforcement</c> have to move to the higher reinforcement have to move to the higher reinforcement ratio<00:16:13.260><c> the</c><00:16:13.560><c> zero</c><00:16:13.980><c> didn't</c><00:16:14.100><c> work</c><00:16:14.459><c> so</c><00:16:14.699><c> we'll</c><00:16:14.820><c> go</c> ratio the zero didn't work so we'll go ratio the zero didn't work so we'll go to<00:16:15.180><c> 0.5</c><00:16:15.779><c> okay</c><00:16:16.620><c> let's</c><00:16:16.920><c> see</c><00:16:17.100><c> the</c><00:16:17.339><c> intersection</c> to 0.5 okay let's see the intersection to 0.5 okay let's see the intersection here<00:16:18.120><c> with</c><00:16:18.360><c> 0.5</c><00:16:18.600><c> it</c><00:16:19.199><c> is</c><00:16:19.320><c> somewhere</c><00:16:19.680><c> at</c><00:16:19.980><c> this</c> here with 0.5 it is somewhere at this here with 0.5 it is somewhere at this point<00:16:20.279><c> yes</c><00:16:21.120><c> it</c><00:16:21.420><c> is</c><00:16:21.600><c> before</c><00:16:22.199><c> the</c><00:16:22.560><c> X</c><00:16:22.740><c> over</c><00:16:22.920><c> D</c><00:16:23.220><c> of</c> point yes it is before the X over D of point yes it is before the X over D of 0.5<00:16:23.579><c> so</c><00:16:24.120><c> this</c><00:16:24.420><c> is</c><00:16:24.660><c> acceptable</c><00:16:25.620><c> value</c><00:16:25.980><c> so</c><00:16:26.459><c> we</c> 0.5 so this is acceptable value so we 0.5 so this is acceptable value so we can<00:16:26.820><c> intersect</c><00:16:27.360><c> here</c><00:16:27.779><c> with</c><00:16:28.320><c> this</c><00:16:28.860><c> one</c><00:16:29.040><c> and</c> can intersect here with this one and can intersect here with this one and then<00:16:30.120><c> we</c><00:16:30.300><c> will</c><00:16:30.480><c> go</c><00:16:30.839><c> down</c> then we will go down then we will go down so<00:16:33.860><c> it</c><00:16:34.860><c> will</c><00:16:34.980><c> be</c><00:16:35.160><c> this</c><00:16:35.399><c> curve</c><00:16:35.760><c> here</c><00:16:35.940><c> you</c><00:16:36.180><c> go</c> so it will be this curve here you go so it will be this curve here you go intersect<00:16:37.019><c> with</c><00:16:37.259><c> this</c><00:16:37.560><c> 0.5</c><00:16:38.279><c> because</c><00:16:39.180><c> zero</c> intersect with this 0.5 because zero intersect with this 0.5 because zero percent<00:16:40.199><c> didn't</c><00:16:40.560><c> work</c><00:16:40.920><c> so</c><00:16:41.100><c> we'll</c><00:16:41.279><c> try</c><00:16:41.519><c> 0.5</c><00:16:41.759><c> it</c> percent didn't work so we'll try 0.5 it percent didn't work so we'll try 0.5 it works<00:16:42.720><c> so</c><00:16:42.899><c> we'll</c><00:16:43.079><c> go</c><00:16:43.320><c> down</c><00:16:43.500><c> and</c><00:16:44.220><c> then</c><00:16:44.399><c> we</c><00:16:44.579><c> will</c> works so we'll go down and then we will works so we'll go down and then we will be<00:16:44.820><c> able</c><00:16:45.060><c> to</c><00:16:45.180><c> get</c><00:16:45.420><c> the</c><00:16:45.660><c> area</c><00:16:46.199><c> of</c><00:16:46.500><c> tension</c><00:16:46.860><c> still</c> be able to get the area of tension still be able to get the area of tension still the<00:16:47.399><c> reinforcement</c><00:16:47.880><c> ratio</c><00:16:48.420><c> here</c><00:16:48.600><c> it</c><00:16:48.899><c> is</c><00:16:49.079><c> 2</c><00:16:49.620><c> 2.1</c> the reinforcement ratio here it is 2 2.1 the reinforcement ratio here it is 2 2.1 2.2<00:16:51.000><c> so</c><00:16:51.240><c> it</c><00:16:51.480><c> is</c><00:16:51.660><c> 2.2</c><00:16:52.199><c> percent</c><00:16:52.459><c> the</c> 2.2 so it is 2.2 percent the 2.2 so it is 2.2 percent the reinforcement<00:16:54.000><c> ratio</c><00:16:54.420><c> for</c><00:16:54.600><c> compression</c> reinforcement ratio for compression reinforcement ratio for compression steel<00:16:55.259><c> it</c><00:16:55.500><c> will</c><00:16:55.620><c> be</c><00:16:55.740><c> 0.5</c><00:16:56.100><c> percent</c><00:16:57.060><c> because</c><00:16:57.540><c> we</c> steel it will be 0.5 percent because we steel it will be 0.5 percent because we use<00:16:58.139><c> the</c><00:16:58.380><c> curve</c><00:16:58.860><c> of</c><00:16:59.040><c> 0.5</c><00:16:59.360><c> and</c><00:17:00.360><c> the</c><00:17:00.540><c> X</c><00:17:00.660><c> over</c><00:17:00.899><c> D</c><00:17:01.199><c> in</c> use the curve of 0.5 and the X over D in use the curve of 0.5 and the X over D in this<00:17:01.620><c> case</c><00:17:01.740><c> it</c><00:17:02.100><c> is</c><00:17:02.279><c> somehow</c><00:17:02.639><c> between</c><00:17:03.420><c> 0.5</c><00:17:04.339><c> 0.4</c> this case it is somehow between 0.5 0.4 this case it is somehow between 0.5 0.4 you<00:17:05.640><c> can</c><00:17:05.760><c> say</c> you can say you can say 0.45.43<00:17:07.500><c> it</c><00:17:07.740><c> doesn't</c><00:17:07.919><c> matter</c><00:17:08.220><c> but</c><00:17:09.000><c> you</c><00:17:09.299><c> should</c> 0.45.43 it doesn't matter but you should 0.45.43 it doesn't matter but you should ensure<00:17:09.839><c> that</c><00:17:10.079><c> X</c><00:17:10.260><c> over</c><00:17:10.439><c> D</c><00:17:10.740><c> will</c><00:17:10.980><c> be</c><00:17:11.160><c> less</c><00:17:12.000><c> than</c> ensure that X over D will be less than ensure that X over D will be less than 0.5<00:17:13.559><c> will</c><00:17:14.160><c> not</c><00:17:14.400><c> go</c><00:17:14.699><c> higher</c><00:17:15.240><c> than</c><00:17:15.360><c> 0.5</c> 0.5 will not go higher than 0.5 0.5 will not go higher than 0.5 otherwise<00:17:16.559><c> it</c><00:17:16.860><c> will</c><00:17:17.040><c> be</c><00:17:17.280><c> a</c><00:17:17.760><c> wrong</c><00:17:18.000><c> design</c><00:17:18.299><c> once</c> otherwise it will be a wrong design once otherwise it will be a wrong design once we<00:17:18.900><c> get</c><00:17:19.140><c> the</c><00:17:19.380><c> reinforcement</c><00:17:19.980><c> ratio</c><00:17:20.579><c> we</c><00:17:21.179><c> can</c> we get the reinforcement ratio we can we get the reinforcement ratio we can just<00:17:21.600><c> change</c><00:17:22.020><c> this</c><00:17:22.199><c> to</c><00:17:22.439><c> calculate</c><00:17:22.860><c> the</c><00:17:23.040><c> area</c> just change this to calculate the area just change this to calculate the area of<00:17:23.339><c> extension</c><00:17:23.760><c> steel</c><00:17:24.179><c> and</c><00:17:24.360><c> compression</c><00:17:24.720><c> steel</c> of extension steel and compression steel of extension steel and compression steel here<00:17:25.679><c> we</c><00:17:25.919><c> use</c><00:17:26.100><c> the</c><00:17:26.780><c> 2t25</c><00:17:27.780><c> for</c><00:17:28.079><c> the</c><00:17:28.260><c> compression</c> here we use the 2t25 for the compression here we use the 2t25 for the compression steel<00:17:29.040><c> and</c><00:17:29.700><c> 8025</c><00:17:30.540><c> for</c><00:17:30.780><c> the</c><00:17:30.960><c> tension</c><00:17:31.320><c> steer</c><00:17:31.740><c> and</c> steel and 8025 for the tension steer and steel and 8025 for the tension steer and this<00:17:31.980><c> is</c><00:17:32.040><c> a</c><00:17:32.220><c> is</c><00:17:32.640><c> supervised</c><00:17:33.299><c> and</c><00:17:33.600><c> is</c><00:17:33.980><c> provided</c> this is a is supervised and is provided this is a is supervised and is provided thank<00:17:35.940><c> you</c><00:17:36.059><c> for</c><00:17:36.419><c> watching</c><00:17:36.840><c> this</c><00:17:37.200><c> is</c><00:17:37.320><c> the</c><00:17:37.440><c> end</c> thank you for watching this is the end thank you for watching this is the end of<00:17:37.799><c> this</c><00:17:38.160><c> video</c><00:17:39.020><c> please</c><00:17:40.020><c> if</c><00:17:40.260><c> you</c><00:17:40.380><c> like</c><00:17:40.500><c> the</c> of this video please if you like the of this video please if you like the video<00:17:40.919><c> don't</c><00:17:41.340><c> 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8	fj52UWdBck4	Design Charts for Singly and Doubly Reinforced Concrete Rectangular Sections	https://www.youtube.com/watch?v=fj52UWdBck4	Design_Charts_for_Singly_and_Doubly_Reinforced_Concrete_Rectangular_Sections.en.vtt	hello<00:00:03.419><c> everyone</c><00:00:04.040><c> and</c><00:00:05.040><c> welcome</c><00:00:05.279><c> to</c><00:00:05.580><c> a</c><00:00:05.700><c> new</c> hello everyone and welcome to a new hello everyone and welcome to a new video<00:00:06.180><c> of</c><00:00:06.600><c> reinforce</c><00:00:07.140><c> it</c><00:00:07.319><c> concrete</c><00:00:07.859><c> design</c> video of reinforce it concrete design video of reinforce it concrete design within<00:00:09.960><c> this</c><00:00:10.139><c> video</c><00:00:10.380><c> we'll</c><00:00:10.740><c> be</c><00:00:10.980><c> learning</c><00:00:11.460><c> how</c> within this video we'll be learning how within this video we'll be learning how to<00:00:12.480><c> use</c><00:00:12.719><c> designer</c><00:00:13.559><c> charts</c><00:00:14.040><c> to</c><00:00:14.340><c> design</c><00:00:14.580><c> for</c> to use designer charts to design for to use designer charts to design for singly<00:00:16.440><c> and</c><00:00:16.800><c> doubly</c><00:00:17.160><c> reinforced</c><00:00:17.880><c> to</c><00:00:18.060><c> create</c><00:00:18.300><c> a</c> singly and doubly reinforced to create a singly and doubly reinforced to create a rectangular<00:00:19.260><c> sections</c> rectangular sections rectangular sections there<00:00:22.140><c> are</c><00:00:22.320><c> two</c><00:00:22.859><c> main</c><00:00:23.760><c> design</c><00:00:24.720><c> charts</c><00:00:25.619><c> and</c><00:00:26.220><c> the</c> there are two main design charts and the there are two main design charts and the BS<00:00:27.000><c> code</c><00:00:27.300><c> for</c><00:00:28.260><c> rectangular</c><00:00:28.800><c> section</c><00:00:29.220><c> the</c> BS code for rectangular section the BS code for rectangular section the first<00:00:30.000><c> one</c><00:00:30.560><c> is</c><00:00:31.560><c> charts</c><00:00:32.399><c> for</c><00:00:32.579><c> the</c><00:00:32.759><c> singly</c> first one is charts for the singly first one is charts for the singly reinforced<00:00:34.100><c> concrete</c><00:00:35.100><c> rectangular</c><00:00:35.640><c> section</c> reinforced concrete rectangular section reinforced concrete rectangular section when<00:00:36.300><c> you</c><00:00:36.480><c> have</c><00:00:36.600><c> only</c><00:00:36.899><c> steer</c><00:00:37.860><c> reinforcement</c> when you have only steer reinforcement when you have only steer reinforcement and<00:00:38.820><c> the</c><00:00:39.000><c> tension</c><00:00:39.300><c> side</c><00:00:39.600><c> and</c><00:00:40.379><c> also</c><00:00:40.680><c> we</c><00:00:40.920><c> have</c> and the tension side and also we have and the tension side and also we have second<00:00:41.940><c> type</c><00:00:42.420><c> of</c><00:00:42.719><c> charts</c><00:00:43.260><c> it</c><00:00:43.980><c> is</c><00:00:44.100><c> for</c><00:00:44.340><c> the</c> second type of charts it is for the second type of charts it is for the doubly<00:00:44.879><c> reinforced</c><00:00:45.660><c> concrete</c><00:00:46.379><c> rectangular</c> doubly reinforced concrete rectangular doubly reinforced concrete rectangular section<00:00:47.280><c> when</c><00:00:47.640><c> you</c><00:00:47.820><c> have</c><00:00:48.480><c> tension</c><00:00:49.379><c> steel</c><00:00:49.800><c> and</c> section when you have tension steel and section when you have tension steel and also<00:00:50.460><c> compression</c><00:00:51.000><c> steel</c><00:00:51.360><c> for</c><00:00:52.140><c> the</c><00:00:52.320><c> first</c> also compression steel for the first also compression steel for the first time<00:00:52.920><c> seeing</c><00:00:53.700><c> the</c><00:00:53.879><c> reinforced</c><00:00:54.420><c> concrete</c> time seeing the reinforced concrete time seeing the reinforced concrete rectangular<00:00:55.379><c> sections</c><00:00:55.920><c> we</c><00:00:56.039><c> have</c><00:00:56.219><c> only</c><00:00:56.460><c> two</c> rectangular sections we have only two rectangular sections we have only two designer<00:00:58.079><c> charts</c><00:00:58.500><c> and</c><00:00:58.800><c> the</c><00:00:58.980><c> BS</c><00:00:59.520><c> code</c><00:00:59.820><c> one</c><00:01:00.600><c> is</c> designer charts and the BS code one is designer charts and the BS code one is for<00:01:01.320><c> a</c><00:01:01.739><c> field</c><00:01:01.920><c> 250</c><00:01:02.820><c> and</c><00:01:03.660><c> the</c><00:01:03.840><c> other</c><00:01:03.960><c> one</c><00:01:04.260><c> is</c><00:01:04.559><c> for</c> for a field 250 and the other one is for for a field 250 and the other one is for a<00:01:05.100><c> feed</c><00:01:05.420><c> 460</c><00:01:06.420><c> Mega</c><00:01:07.080><c> Pascal</c><00:01:07.700><c> however</c><00:01:08.700><c> for</c><00:01:09.000><c> the</c> a feed 460 Mega Pascal however for the a feed 460 Mega Pascal however for the other<00:01:09.360><c> reinforced</c><00:01:10.080><c> to</c><00:01:10.140><c> concrete</c><00:01:10.500><c> rectangular</c> other reinforced to concrete rectangular other reinforced to concrete rectangular sections<00:01:12.479><c> we</c><00:01:13.140><c> have</c><00:01:13.260><c> several</c><00:01:13.680><c> charts</c><00:01:14.280><c> starting</c> sections we have several charts starting sections we have several charts starting from<00:01:14.939><c> chart</c><00:01:15.240><c> number</c><00:01:15.600><c> three</c><00:01:15.960><c> to</c><00:01:16.320><c> chart</c><00:01:16.619><c> number</c> from chart number three to chart number from chart number three to chart number 20<00:01:17.540><c> and</c><00:01:18.540><c> we</c><00:01:18.780><c> have</c><00:01:18.900><c> mini</c><00:01:19.140><c> charts</c><00:01:19.740><c> because</c><00:01:19.920><c> it</c> 20 and we have mini charts because it 20 and we have mini charts because it depends<00:01:21.000><c> on</c><00:01:21.119><c> the</c><00:01:21.299><c> concrete</c><00:01:21.720><c> compressive</c> depends on the concrete compressive depends on the concrete compressive strengths<00:01:22.860><c> the</c><00:01:23.520><c> Fe</c><00:01:23.759><c> yield</c><00:01:24.240><c> and</c><00:01:24.900><c> the</c><00:01:25.200><c> D</c><00:01:25.500><c> Dash</c> strengths the Fe yield and the D Dash strengths the Fe yield and the D Dash over<00:01:26.040><c> d</c> over d over d let's<00:01:28.140><c> start</c><00:01:28.860><c> and</c><00:01:29.340><c> learn</c><00:01:29.520><c> together</c><00:01:29.880><c> how</c><00:01:30.479><c> to</c> let's start and learn together how to let's start and learn together how to use<00:01:31.020><c> this</c><00:01:31.259><c> charts</c><00:01:31.860><c> and</c><00:01:32.400><c> we</c><00:01:32.520><c> are</c><00:01:32.700><c> going</c><00:01:32.880><c> to</c> use this charts and we are going to use this charts and we are going to start<00:01:33.299><c> with</c><00:01:33.659><c> the</c><00:01:33.840><c> first</c><00:01:34.020><c> type</c><00:01:34.320><c> of</c><00:01:34.500><c> charts</c> start with the first type of charts start with the first type of charts which<00:01:35.880><c> is</c><00:01:36.119><c> a</c><00:01:36.420><c> charts</c><00:01:36.960><c> for</c><00:01:37.140><c> single</c><00:01:37.560><c> reinforced</c> which is a charts for single reinforced which is a charts for single reinforced concrete<00:01:38.640><c> rectangular</c><00:01:39.119><c> section</c><00:01:39.479><c> this</c><00:01:40.200><c> is</c> concrete rectangular section this is concrete rectangular section this is showing<00:01:40.799><c> one</c><00:01:41.280><c> of</c><00:01:41.520><c> these</c><00:01:41.759><c> charts</c> showing one of these charts showing one of these charts we<00:01:44.100><c> can</c><00:01:44.220><c> see</c><00:01:44.460><c> here</c><00:01:44.759><c> that</c><00:01:45.299><c> this</c><00:01:45.659><c> is</c><00:01:45.840><c> the</c> we can see here that this is the we can see here that this is the rectangular<00:01:46.500><c> section</c><00:01:46.799><c> we</c><00:01:47.159><c> have</c><00:01:47.280><c> only</c><00:01:47.520><c> still</c> rectangular section we have only still rectangular section we have only still in<00:01:48.060><c> the</c><00:01:48.240><c> tension</c><00:01:48.600><c> side</c><00:01:48.840><c> no</c><00:01:49.740><c> compression</c><00:01:50.340><c> steel</c> in the tension side no compression steel in the tension side no compression steel the<00:01:51.720><c> B</c><00:01:52.020><c> is</c><00:01:52.259><c> the</c><00:01:52.439><c> width</c><00:01:52.740><c> of</c><00:01:52.860><c> the</c><00:01:53.040><c> cross</c><00:01:53.220><c> section</c> the B is the width of the cross section the B is the width of the cross section Z<00:01:53.880><c> is</c><00:01:54.299><c> the</c><00:01:54.420><c> effective</c><00:01:54.840><c> depth</c><00:01:55.200><c> and</c><00:01:55.680><c> X</c><00:01:55.860><c> is</c><00:01:56.100><c> the</c> Z is the effective depth and X is the Z is the effective depth and X is the distance<00:01:56.460><c> of</c><00:01:56.880><c> from</c><00:01:57.479><c> the</c><00:01:57.720><c> compression</c><00:01:58.140><c> phase</c> distance of from the compression phase distance of from the compression phase to<00:01:58.680><c> the</c><00:01:58.799><c> neutral</c><00:01:59.159><c> axis</c><00:01:59.640><c> this</c><00:02:00.479><c> chart</c><00:02:00.780><c> is</c><00:02:01.079><c> chart</c> to the neutral axis this chart is chart to the neutral axis this chart is chart number<00:02:01.799><c> two</c><00:02:02.220><c> the</c><00:02:02.579><c> field</c><00:02:02.939><c> here</c><00:02:03.299><c> we</c><00:02:03.540><c> can</c><00:02:03.659><c> see</c><00:02:03.840><c> it</c> number two the field here we can see it number two the field here we can see it is is is 460.<00:02:05.880><c> let's</c><00:02:06.240><c> see</c><00:02:06.479><c> what</c><00:02:06.719><c> is</c><00:02:06.840><c> this</c><00:02:07.020><c> a</c><00:02:07.259><c> chart</c><00:02:07.500><c> the</c> 460. let's see what is this a chart the 460. let's see what is this a chart the vertical<00:02:08.520><c> axis</c><00:02:09.000><c> of</c><00:02:09.119><c> the</c><00:02:09.300><c> chart</c><00:02:09.800><c> is</c><00:02:11.000><c> giving</c><00:02:12.000><c> the</c> vertical axis of the chart is giving the vertical axis of the chart is giving the value<00:02:12.540><c> of</c><00:02:12.780><c> M</c><00:02:13.020><c> over</c><00:02:13.319><c> BD</c><00:02:13.920><c> square</c><00:02:14.160><c> m</c><00:02:14.879><c> is</c><00:02:15.180><c> a</c> value of M over BD square m is a value of M over BD square m is a ultimate<00:02:16.680><c> moment</c><00:02:17.220><c> B</c><00:02:17.819><c> and</c><00:02:18.060><c> D</c><00:02:18.239><c> this</c><00:02:18.480><c> is</c><00:02:18.660><c> a</c><00:02:18.780><c> cross</c> ultimate moment B and D this is a cross ultimate moment B and D this is a cross section<00:02:19.260><c> and</c><00:02:19.560><c> this</c><00:02:19.860><c> should</c><00:02:20.040><c> be</c><00:02:20.160><c> a</c><00:02:20.340><c> Newton</c><00:02:20.640><c> per</c> section and this should be a Newton per section and this should be a Newton per millimeter<00:02:21.420><c> square</c> millimeter square millimeter square and<00:02:22.680><c> the</c><00:02:22.860><c> horizontal</c><00:02:23.280><c> axis</c><00:02:23.700><c> we</c><00:02:24.060><c> have</c><00:02:24.239><c> the</c> and the horizontal axis we have the and the horizontal axis we have the tension<00:02:25.260><c> steel</c><00:02:25.620><c> reinforcement</c><00:02:26.160><c> ratio</c> tension steel reinforcement ratio tension steel reinforcement ratio starting<00:02:27.060><c> from</c><00:02:27.420><c> zero</c><00:02:28.040><c> point</c><00:02:29.040><c> five</c><00:02:29.340><c> percent</c> starting from zero point five percent starting from zero point five percent one<00:02:30.239><c> percent</c><00:02:30.540><c> so</c><00:02:31.440><c> we</c><00:02:31.620><c> use</c><00:02:31.800><c> these</c><00:02:32.160><c> values</c><00:02:32.400><c> to</c> one percent so we use these values to one percent so we use these values to get<00:02:32.760><c> the</c><00:02:33.000><c> reinforcement</c><00:02:33.720><c> ratio</c><00:02:34.560><c> and</c> get the reinforcement ratio and get the reinforcement ratio and therefore<00:02:35.340><c> we'll</c><00:02:35.640><c> be</c><00:02:35.760><c> able</c><00:02:35.940><c> to</c><00:02:36.060><c> get</c><00:02:36.300><c> the</c><00:02:36.480><c> area</c> therefore we'll be able to get the area therefore we'll be able to get the area of<00:02:36.900><c> the</c><00:02:37.080><c> tension</c><00:02:37.620><c> still</c><00:02:37.980><c> we</c><00:02:38.760><c> can</c><00:02:38.879><c> see</c><00:02:39.060><c> here</c> of the tension still we can see here of the tension still we can see here that<00:02:39.480><c> we</c><00:02:39.720><c> have</c><00:02:39.900><c> four</c><00:02:40.680><c> different</c><00:02:41.540><c> uh</c><00:02:42.540><c> lines</c> that we have four different uh lines that we have four different uh lines here<00:02:43.500><c> or</c><00:02:43.800><c> Curves</c><00:02:44.480><c> this</c><00:02:45.480><c> represents</c><00:02:46.140><c> the</c><00:02:46.379><c> value</c> here or Curves this represents the value here or Curves this represents the value of<00:02:47.099><c> FCU</c><00:02:47.760><c> or</c><00:02:47.940><c> the</c><00:02:48.120><c> concrete</c><00:02:48.480><c> compressive</c> of FCU or the concrete compressive of FCU or the concrete compressive strength<00:02:49.560><c> starting</c><00:02:49.920><c> from</c><00:02:50.400><c> 25</c><00:02:51.379><c> megapascal</c><00:02:52.379><c> 30</c> strength starting from 25 megapascal 30 strength starting from 25 megapascal 30 35<00:02:53.580><c> and</c><00:02:54.180><c> 40</c><00:02:54.420><c> megapascal</c><00:02:55.319><c> so</c><00:02:56.099><c> how</c><00:02:56.879><c> to</c><00:02:57.000><c> use</c><00:02:57.180><c> this</c> 35 and 40 megapascal so how to use this 35 and 40 megapascal so how to use this chart<00:02:57.840><c> it</c><00:02:58.200><c> is</c><00:02:58.319><c> very</c><00:02:58.739><c> easy</c> chart it is very easy chart it is very easy usually<00:03:00.720><c> it</c><00:03:01.560><c> will</c><00:03:01.739><c> be</c><00:03:01.920><c> given</c><00:03:02.340><c> to</c><00:03:02.700><c> you</c><00:03:02.879><c> the</c> usually it will be given to you the usually it will be given to you the concrete<00:03:03.780><c> compressive</c><00:03:04.260><c> strands</c><00:03:04.800><c> the</c><00:03:05.040><c> field</c> concrete compressive strands the field concrete compressive strands the field dimensions<00:03:06.780><c> of</c><00:03:07.019><c> the</c><00:03:07.560><c> cross</c><00:03:07.739><c> section</c><00:03:08.160><c> B</c><00:03:08.519><c> and</c><00:03:08.700><c> D</c> dimensions of the cross section B and D dimensions of the cross section B and D and<00:03:09.660><c> the</c><00:03:09.900><c> M</c><00:03:10.140><c> ultimate</c><00:03:10.800><c> this</c><00:03:11.640><c> m</c><00:03:11.760><c> ultimate</c><00:03:12.239><c> is</c> and the M ultimate this m ultimate is and the M ultimate this m ultimate is the<00:03:12.540><c> applied</c><00:03:12.959><c> moment</c><00:03:13.560><c> at</c><00:03:13.980><c> that</c><00:03:14.220><c> cross</c><00:03:14.580><c> section</c> the applied moment at that cross section the applied moment at that cross section it<00:03:15.720><c> can</c><00:03:15.840><c> be</c><00:03:16.019><c> given</c><00:03:16.319><c> to</c><00:03:16.500><c> you</c><00:03:16.680><c> directly</c><00:03:17.159><c> or</c><00:03:17.580><c> you</c> it can be given to you directly or you it can be given to you directly or you can<00:03:18.000><c> have</c><00:03:18.180><c> the</c><00:03:18.420><c> ultimate</c><00:03:18.900><c> load</c><00:03:19.260><c> and</c><00:03:19.560><c> using</c><00:03:19.980><c> the</c> can have the ultimate load and using the can have the ultimate load and using the structural<00:03:20.519><c> analysis</c><00:03:20.940><c> you</c><00:03:21.180><c> can</c><00:03:21.360><c> calculate</c> structural analysis you can calculate structural analysis you can calculate the<00:03:22.080><c> M</c><00:03:22.680><c> ultimate</c><00:03:23.280><c> so</c><00:03:23.940><c> what</c><00:03:24.239><c> is</c><00:03:24.480><c> required</c><00:03:24.900><c> in</c> the M ultimate so what is required in the M ultimate so what is required in this<00:03:25.319><c> case</c><00:03:25.500><c> the</c><00:03:25.800><c> required</c><00:03:26.220><c> will</c><00:03:26.459><c> be</c><00:03:26.700><c> the</c><00:03:26.879><c> area</c> this case the required will be the area this case the required will be the area of<00:03:27.360><c> the</c><00:03:27.540><c> tension</c><00:03:28.080><c> steel</c><00:03:28.379><c> how</c><00:03:28.680><c> much</c><00:03:28.800><c> it</c><00:03:28.980><c> will</c><00:03:29.159><c> be</c> of the tension steel how much it will be of the tension steel how much it will be this<00:03:29.519><c> area</c><00:03:29.700><c> of</c><00:03:29.940><c> tension</c><00:03:30.360><c> is</c><00:03:30.540><c> still</c><00:03:30.720><c> so</c><00:03:31.319><c> what</c> this area of tension is still so what this area of tension is still so what are<00:03:31.860><c> the</c><00:03:31.980><c> steps</c><00:03:32.340><c> that</c><00:03:32.519><c> we</c><00:03:32.700><c> should</c><00:03:32.879><c> follow</c><00:03:33.060><c> that</c> are the steps that we should follow that are the steps that we should follow that is<00:03:33.840><c> very</c><00:03:34.019><c> easy</c><00:03:34.200><c> the</c><00:03:34.560><c> first</c><00:03:34.800><c> step</c><00:03:35.159><c> is</c><00:03:35.400><c> to</c> is very easy the first step is to is very easy the first step is to calculate<00:03:36.060><c> K</c><00:03:36.599><c> which</c><00:03:37.080><c> is</c><00:03:37.200><c> M</c><00:03:37.440><c> over</c><00:03:37.800><c> FCC</c><00:03:38.640><c> ubd</c> calculate K which is M over FCC ubd calculate K which is M over FCC ubd Square<00:03:40.040><c> this</c><00:03:41.040><c> K</c><00:03:41.280><c> should</c><00:03:42.000><c> be</c><00:03:42.180><c> less</c><00:03:42.480><c> than</c><00:03:43.099><c> 0.156</c> Square this K should be less than 0.156 Square this K should be less than 0.156 if<00:03:44.879><c> it</c><00:03:45.000><c> is</c><00:03:45.180><c> less</c><00:03:45.360><c> than</c><00:03:45.739><c> 0.156</c><00:03:46.739><c> it</c><00:03:47.040><c> means</c> if it is less than 0.156 it means if it is less than 0.156 it means we<00:03:49.680><c> have</c><00:03:50.340><c> a</c><00:03:50.580><c> single</c><00:03:50.940><c> reinforced</c><00:03:51.540><c> rectangular</c> we have a single reinforced rectangular we have a single reinforced rectangular section<00:03:52.440><c> however</c><00:03:53.340><c> if</c><00:03:53.940><c> the</c><00:03:54.360><c> value</c><00:03:54.540><c> is</c><00:03:55.019><c> greater</c> section however if the value is greater section however if the value is greater than<00:03:56.360><c> 0.156</c><00:03:57.360><c> we</c><00:03:58.260><c> will</c><00:03:58.500><c> need</c><00:03:58.980><c> a</c><00:03:59.760><c> doubly</c> than 0.156 we will need a doubly than 0.156 we will need a doubly reinforced<00:04:01.019><c> rectangular</c><00:04:01.700><c> sections</c><00:04:02.700><c> and</c> reinforced rectangular sections and reinforced rectangular sections and therefore<00:04:03.299><c> if</c><00:04:03.659><c> it</c><00:04:03.840><c> is</c><00:04:04.019><c> greater</c><00:04:04.440><c> than</c><00:04:04.700><c> 0.156</c><00:04:05.700><c> we</c> therefore if it is greater than 0.156 we therefore if it is greater than 0.156 we should<00:04:06.239><c> go</c><00:04:06.480><c> to</c><00:04:06.659><c> the</c><00:04:07.080><c> other</c><00:04:07.260><c> type</c><00:04:07.620><c> of</c><00:04:07.799><c> charts</c> should go to the other type of charts should go to the other type of charts when<00:04:08.940><c> we</c><00:04:09.120><c> have</c><00:04:09.360><c> compression</c><00:04:10.019><c> steel</c><00:04:10.379><c> so</c><00:04:11.280><c> if</c><00:04:11.879><c> it</c> when we have compression steel so if it when we have compression steel so if it is<00:04:12.120><c> less</c><00:04:12.299><c> than</c><00:04:12.560><c> 0.156</c><00:04:13.560><c> it</c><00:04:13.860><c> means</c><00:04:14.159><c> this</c><00:04:14.400><c> is</c><00:04:14.519><c> the</c> is less than 0.156 it means this is the is less than 0.156 it means this is the suitable<00:04:15.060><c> charts</c><00:04:15.599><c> for</c><00:04:15.780><c> singly</c><00:04:16.320><c> reinforced</c> suitable charts for singly reinforced suitable charts for singly reinforced rectangular<00:04:17.699><c> sections</c><00:04:18.320><c> then</c><00:04:19.320><c> I'm</c><00:04:19.680><c> going</c><00:04:19.919><c> to</c> rectangular sections then I'm going to rectangular sections then I'm going to calculate<00:04:20.639><c> the</c><00:04:21.180><c> value</c><00:04:21.359><c> of</c><00:04:21.780><c> M</c><00:04:22.740><c> over</c><00:04:23.180><c> b</c><00:04:24.180><c> d</c><00:04:24.540><c> square</c> calculate the value of M over b d square calculate the value of M over b d square so<00:04:25.620><c> let's</c><00:04:25.860><c> calculate</c><00:04:26.400><c> the</c><00:04:26.580><c> M</c><00:04:26.759><c> over</c><00:04:27.060><c> b</c><00:04:27.600><c> d</c><00:04:27.900><c> square</c> so let's calculate the M over b d square so let's calculate the M over b d square based<00:04:31.020><c> on</c><00:04:31.139><c> the</c><00:04:31.320><c> value</c><00:04:31.500><c> of</c><00:04:31.740><c> M</c><00:04:31.979><c> over</c><00:04:32.280><c> BD</c><00:04:32.820><c> Square</c> based on the value of M over BD Square based on the value of M over BD Square we<00:04:33.540><c> will</c><00:04:33.840><c> going</c><00:04:34.320><c> to</c><00:04:34.500><c> see</c><00:04:34.800><c> where</c><00:04:35.340><c> will</c><00:04:35.520><c> be</c><00:04:35.699><c> this</c> we will going to see where will be this we will going to see where will be this value<00:04:36.479><c> and</c><00:04:37.259><c> then</c><00:04:37.380><c> we</c><00:04:37.560><c> will</c><00:04:37.740><c> go</c><00:04:37.860><c> horizontal</c><00:04:38.400><c> at</c> value and then we will go horizontal at value and then we will go horizontal at the<00:04:38.940><c> value</c><00:04:39.060><c> that</c><00:04:39.360><c> we</c><00:04:39.540><c> have</c><00:04:39.720><c> then</c><00:04:40.680><c> we</c><00:04:41.040><c> intersect</c> the value that we have then we intersect the value that we have then we intersect with<00:04:42.060><c> these</c><00:04:42.720><c> curves</c><00:04:43.080><c> based</c><00:04:43.979><c> on</c><00:04:44.100><c> the</c><00:04:44.280><c> curve</c> with these curves based on the curve with these curves based on the curve that<00:04:45.300><c> we</c><00:04:45.540><c> have</c><00:04:45.900><c> here</c><00:04:46.139><c> for</c><00:04:46.380><c> concrete</c> that we have here for concrete that we have here for concrete compressive<00:04:47.340><c> strands</c><00:04:47.820><c> we</c><00:04:48.240><c> will</c><00:04:48.360><c> go</c><00:04:48.479><c> go</c><00:04:48.900><c> down</c> compressive strands we will go go down compressive strands we will go go down to<00:04:49.560><c> have</c><00:04:49.800><c> the</c><00:04:50.160><c> air</c><00:04:51.000><c> reinforcement</c><00:04:51.660><c> Ratio</c><00:04:52.259><c> or</c> to have the air reinforcement Ratio or to have the air reinforcement Ratio or tension<00:04:52.800><c> steer</c><00:04:53.220><c> reinforcement</c><00:04:53.699><c> ratio</c><00:04:54.300><c> based</c> tension steer reinforcement ratio based tension steer reinforcement ratio based on<00:04:55.080><c> that</c><00:04:55.320><c> ratio</c><00:04:55.740><c> and</c><00:04:55.919><c> that</c><00:04:56.100><c> equation</c><00:04:56.520><c> we</c><00:04:57.060><c> can</c> on that ratio and that equation we can on that ratio and that equation we can calculate<00:04:57.600><c> the</c><00:04:57.780><c> area</c><00:04:57.960><c> still</c><00:04:58.320><c> because</c><00:04:58.620><c> it</c><00:04:58.860><c> will</c> calculate the area still because it will calculate the area still because it will be<00:04:59.100><c> the</c><00:04:59.280><c> only</c><00:04:59.460><c> unknown</c><00:04:59.880><c> and</c><00:05:00.479><c> this</c><00:05:00.840><c> equation</c> be the only unknown and this equation be the only unknown and this equation and<00:05:01.620><c> once</c><00:05:01.860><c> we</c><00:05:01.979><c> have</c><00:05:02.160><c> the</c><00:05:02.400><c> area</c><00:05:02.820><c> of</c><00:05:03.060><c> Steel</c><00:05:03.660><c> we</c> and once we have the area of Steel we and once we have the area of Steel we can<00:05:05.220><c> choose</c><00:05:05.759><c> the</c><00:05:06.000><c> suitable</c><00:05:06.540><c> diameter</c><00:05:07.080><c> and</c> can choose the suitable diameter and can choose the suitable diameter and number<00:05:07.560><c> of</c><00:05:07.800><c> bars</c><00:05:08.340><c> so</c><00:05:08.940><c> it</c><00:05:09.240><c> is</c><00:05:09.360><c> very</c><00:05:09.600><c> easy</c><00:05:09.900><c> M</c><00:05:10.620><c> over</c> number of bars so it is very easy M over number of bars so it is very easy M over BD<00:05:11.400><c> Square</c><00:05:11.580><c> go</c><00:05:12.060><c> horizontal</c><00:05:12.660><c> intersect</c><00:05:13.620><c> with</c> BD Square go horizontal intersect with BD Square go horizontal intersect with the<00:05:13.979><c> suitable</c><00:05:14.340><c> curve</c><00:05:14.820><c> go</c><00:05:15.180><c> vertical</c><00:05:15.660><c> down</c><00:05:16.080><c> and</c> the suitable curve go vertical down and the suitable curve go vertical down and from<00:05:17.460><c> here</c><00:05:17.699><c> we</c><00:05:18.060><c> can</c><00:05:18.300><c> specify</c><00:05:19.139><c> the</c><00:05:19.380><c> value</c><00:05:19.620><c> of</c> from here we can specify the value of from here we can specify the value of reinforcement<00:05:21.000><c> ratio</c><00:05:21.600><c> and</c><00:05:21.900><c> therefore</c><00:05:22.199><c> we</c><00:05:22.380><c> get</c> reinforcement ratio and therefore we get reinforcement ratio and therefore we get the<00:05:22.740><c> area</c><00:05:22.860><c> of</c><00:05:23.039><c> tension</c><00:05:23.460><c> steel</c><00:05:23.759><c> let's</c><00:05:24.419><c> take</c><00:05:24.600><c> an</c> the area of tension steel let's take an the area of tension steel let's take an example<00:05:25.139><c> to</c><00:05:25.979><c> see</c><00:05:26.580><c> this</c><00:05:26.880><c> together</c> example to see this together example to see this together in<00:05:28.500><c> this</c><00:05:28.680><c> example</c><00:05:29.039><c> we</c><00:05:29.280><c> have</c><00:05:29.400><c> a</c><00:05:29.520><c> cross</c><00:05:29.639><c> section</c> in this example we have a cross section in this example we have a cross section of<00:05:30.120><c> the</c><00:05:30.240><c> beam</c><00:05:30.600><c> is</c><00:05:30.780><c> 250</c><00:05:31.500><c> for</c><00:05:31.860><c> the</c><00:05:32.039><c> width</c><00:05:32.580><c> and</c><00:05:32.820><c> the</c> of the beam is 250 for the width and the of the beam is 250 for the width and the effective<00:05:33.300><c> depth</c><00:05:33.660><c> is</c><00:05:33.780><c> 700</c><00:05:34.320><c> so</c><00:05:34.680><c> B</c><00:05:34.979><c> and</c><00:05:35.220><c> D</c><00:05:35.520><c> are</c> effective depth is 700 so B and D are effective depth is 700 so B and D are given<00:05:36.360><c> to</c><00:05:36.539><c> us</c> given to us given to us the<00:05:38.060><c> moment</c><00:05:39.060><c> and</c><00:05:39.539><c> ultimate</c><00:05:40.139><c> is</c><00:05:40.320><c> 300</c><00:05:40.919><c> kilo</c> the moment and ultimate is 300 kilo the moment and ultimate is 300 kilo Newton<00:05:41.580><c> meter</c><00:05:42.000><c> and</c><00:05:42.479><c> is</c><00:05:42.720><c> required</c><00:05:43.199><c> to</c><00:05:43.320><c> use</c><00:05:43.560><c> the</c> Newton meter and is required to use the Newton meter and is required to use the design<00:05:43.919><c> charts</c><00:05:44.580><c> to</c><00:05:44.759><c> calculate</c><00:05:45.060><c> the</c><00:05:45.240><c> area</c><00:05:45.360><c> of</c> design charts to calculate the area of design charts to calculate the area of the<00:05:45.840><c> tension</c><00:05:46.560><c> steel</c><00:05:46.919><c> the</c><00:05:47.639><c> field</c><00:05:47.940><c> is</c><00:05:48.180><c> 460</c><00:05:48.900><c> Mega</c> the tension steel the field is 460 Mega the tension steel the field is 460 Mega Pascal<00:05:49.740><c> fvcu</c><00:05:50.460><c> is</c><00:05:50.699><c> 40</c><00:05:51.000><c> Newton</c><00:05:51.840><c> per</c><00:05:52.199><c> millimeter</c> Pascal fvcu is 40 Newton per millimeter Pascal fvcu is 40 Newton per millimeter square<00:05:53.460><c> or</c><00:05:54.000><c> 40</c><00:05:54.300><c> megapascal</c><00:05:55.199><c> so</c><00:05:55.860><c> again</c><00:05:56.100><c> let's</c> square or 40 megapascal so again let's square or 40 megapascal so again let's Supply<00:05:56.780><c> the</c><00:05:57.780><c> steps</c><00:05:58.139><c> first</c><00:05:58.500><c> we</c><00:05:58.800><c> have</c><00:05:58.979><c> to</c> Supply the steps first we have to Supply the steps first we have to calculate<00:05:59.580><c> K</c><00:05:59.820><c> to</c><00:06:00.180><c> see</c><00:06:00.479><c> if</c><00:06:00.780><c> this</c><00:06:01.080><c> will</c><00:06:01.259><c> we</c><00:06:01.620><c> have</c> calculate K to see if this will we have calculate K to see if this will we have to<00:06:01.979><c> use</c><00:06:02.160><c> a</c><00:06:02.400><c> single</c><00:06:02.699><c> reinforced</c><00:06:03.360><c> rectangular</c> to use a single reinforced rectangular to use a single reinforced rectangular section section section or<00:06:05.220><c> it</c><00:06:05.400><c> will</c><00:06:05.580><c> be</c><00:06:05.699><c> doubly</c><00:06:06.000><c> reinforced</c> or it will be doubly reinforced or it will be doubly reinforced rectangular<00:06:07.080><c> section</c><00:06:07.380><c> so</c><00:06:07.680><c> the</c><00:06:08.039><c> m</c><00:06:08.160><c> is</c><00:06:08.880><c> 300</c><00:06:09.660><c> and</c> rectangular section so the m is 300 and rectangular section so the m is 300 and don't<00:06:10.259><c> forget</c><00:06:10.440><c> to</c><00:06:10.800><c> multiply</c><00:06:11.100><c> by</c><00:06:11.400><c> 10</c><00:06:11.580><c> to</c><00:06:11.759><c> power</c> don't forget to multiply by 10 to power don't forget to multiply by 10 to power 6<00:06:12.660><c> to</c><00:06:12.960><c> change</c><00:06:13.320><c> it</c><00:06:13.500><c> from</c><00:06:13.800><c> kilo</c><00:06:14.400><c> Newton</c><00:06:14.699><c> meter</c><00:06:15.300><c> to</c> 6 to change it from kilo Newton meter to 6 to change it from kilo Newton meter to Newton<00:06:15.840><c> millimeter</c><00:06:16.919><c> and</c><00:06:17.699><c> we</c><00:06:18.000><c> substitute</c><00:06:18.539><c> the</c> Newton millimeter and we substitute the Newton millimeter and we substitute the value<00:06:18.900><c> of</c><00:06:19.020><c> FCC</c><00:06:19.380><c> u</c><00:06:19.919><c> b</c><00:06:20.400><c> and</c><00:06:20.820><c> d</c><00:06:21.120><c> square</c><00:06:21.680><c> and</c> value of FCC u b and d square and value of FCC u b and d square and therefore<00:06:23.100><c> the</c><00:06:23.580><c> values</c><00:06:23.880><c> that</c><00:06:24.060><c> we</c><00:06:24.180><c> have</c><00:06:24.240><c> it</c> therefore the values that we have it therefore the values that we have it here<00:06:24.600><c> is</c><00:06:24.780><c> 0.08</c><00:06:25.620><c> and</c><00:06:25.979><c> this</c><00:06:26.400><c> is</c><00:06:26.580><c> less</c><00:06:26.759><c> than</c><00:06:27.020><c> 0.156</c> here is 0.08 and this is less than 0.156 here is 0.08 and this is less than 0.156 this<00:06:28.979><c> means</c><00:06:29.340><c> no</c><00:06:29.819><c> compression</c><00:06:30.360><c> still</c><00:06:30.720><c> is</c> this means no compression still is this means no compression still is required<00:06:32.100><c> and</c><00:06:32.759><c> therefore</c><00:06:33.120><c> we</c><00:06:33.419><c> can</c><00:06:33.479><c> go</c><00:06:33.660><c> to</c> required and therefore we can go to required and therefore we can go to chart<00:06:34.020><c> number</c><00:06:34.319><c> one</c><00:06:34.680><c> or</c><00:06:34.979><c> chart</c><00:06:35.280><c> number</c><00:06:35.580><c> two</c> chart number one or chart number two chart number one or chart number two based<00:06:36.300><c> on</c><00:06:36.419><c> the</c><00:06:37.039><c> concrete</c><00:06:38.039><c> compressive</c> based on the concrete compressive based on the concrete compressive strands<00:06:39.060><c> so</c> strands so strands so here<00:06:41.520><c> once</c><00:06:42.360><c> we</c><00:06:42.419><c> choose</c><00:06:42.720><c> the</c><00:06:42.900><c> chart</c><00:06:43.139><c> it</c><00:06:43.800><c> will</c><00:06:43.860><c> be</c> here once we choose the chart it will be here once we choose the chart it will be chart<00:06:44.220><c> number</c><00:06:44.520><c> two</c><00:06:44.819><c> because</c><00:06:45.060><c> it</c><00:06:45.360><c> is</c><00:06:45.539><c> FCU</c><00:06:46.259><c> is</c> chart number two because it is FCU is chart number two because it is FCU is equal<00:06:46.620><c> 40</c> equal 40 equal 40 or<00:06:49.500><c> fear</c><00:06:50.039><c> there's</c><00:06:50.300><c> 460.</c><00:06:51.300><c> so</c><00:06:51.780><c> M</c><00:06:51.960><c> over</c><00:06:52.259><c> BD</c><00:06:52.800><c> square</c> or fear there's 460. so M over BD square or fear there's 460. so M over BD square is<00:06:53.639><c> 300</c><00:06:54.539><c> times</c><00:06:54.900><c> 10</c><00:06:55.139><c> to</c><00:06:55.319><c> the</c><00:06:55.500><c> power</c><00:06:55.560><c> 6</c><00:06:55.860><c> divided</c> is 300 times 10 to the power 6 divided is 300 times 10 to the power 6 divided by<00:06:56.639><c> 250</c><00:06:57.360><c> times</c><00:06:57.720><c> 700</c><00:06:58.319><c> and</c><00:06:58.680><c> don't</c><00:06:58.919><c> forget</c><00:06:59.100><c> the</c> by 250 times 700 and don't forget the by 250 times 700 and don't forget the square<00:06:59.639><c> so</c><00:07:00.240><c> this</c><00:07:00.419><c> is</c> square so this is square so this is 2.45<00:07:02.220><c> and</c><00:07:03.000><c> for</c><00:07:03.300><c> the</c><00:07:03.479><c> F</c><00:07:03.660><c> field</c><00:07:04.160><c> 460</c><00:07:05.180><c> the</c> 2.45 and for the F field 460 the 2.45 and for the F field 460 the designer<00:07:07.020><c> chart</c><00:07:07.259><c> in</c><00:07:07.560><c> this</c><00:07:07.740><c> case</c><00:07:07.860><c> we</c><00:07:08.160><c> use</c> designer chart in this case we use designer chart in this case we use design<00:07:08.639><c> chart</c><00:07:09.620><c> number</c><00:07:10.620><c> two</c><00:07:11.039><c> let's</c><00:07:11.639><c> go</c><00:07:11.940><c> and</c><00:07:12.180><c> see</c> design chart number two let's go and see design chart number two let's go and see the<00:07:12.600><c> chart</c><00:07:12.900><c> together</c><00:07:13.199><c> this</c><00:07:13.680><c> is</c><00:07:13.800><c> the</c><00:07:13.919><c> chart</c> the chart together this is the chart the chart together this is the chart number<00:07:14.400><c> two</c><00:07:14.780><c> and</c><00:07:15.780><c> this</c><00:07:15.960><c> is</c><00:07:16.080><c> singularly</c> number two and this is singularly number two and this is singularly reinforced<00:07:17.220><c> beam</c><00:07:18.259><c> and</c><00:07:19.259><c> a</c><00:07:19.560><c> field</c><00:07:19.800><c> is</c><00:07:20.160><c> 460</c><00:07:20.940><c> so</c> reinforced beam and a field is 460 so reinforced beam and a field is 460 so this<00:07:21.479><c> is</c><00:07:21.660><c> a</c><00:07:21.840><c> suitable</c><00:07:22.199><c> chart</c><00:07:23.039><c> for</c><00:07:23.699><c> our</c><00:07:24.539><c> example</c> this is a suitable chart for our example this is a suitable chart for our example here<00:07:25.740><c> the</c><00:07:26.460><c> value</c><00:07:26.639><c> of</c><00:07:26.940><c> M</c><00:07:27.120><c> over</c><00:07:27.360><c> BD</c><00:07:27.900><c> Square</c> here the value of M over BD Square here the value of M over BD Square that<00:07:29.400><c> we</c><00:07:29.580><c> already</c><00:07:29.699><c> calculated</c><00:07:30.240><c> it</c><00:07:30.660><c> is</c><00:07:30.860><c> 2.45</c><00:07:31.860><c> so</c> that we already calculated it is 2.45 so that we already calculated it is 2.45 so what<00:07:32.460><c> should</c><00:07:32.639><c> we</c><00:07:32.819><c> do</c><00:07:33.000><c> we</c><00:07:33.660><c> go</c><00:07:33.780><c> at</c><00:07:33.960><c> 2.45</c><00:07:34.800><c> here</c><00:07:35.699><c> and</c> what should we do we go at 2.45 here and what should we do we go at 2.45 here and then<00:07:36.360><c> we</c><00:07:36.539><c> go</c><00:07:36.780><c> horizontal</c><00:07:37.500><c> then</c><00:07:38.400><c> we</c><00:07:38.699><c> intersect</c> then we go horizontal then we intersect then we go horizontal then we intersect with<00:07:39.479><c> the</c><00:07:39.660><c> curve</c><00:07:40.139><c> of</c><00:07:40.319><c> a</c><00:07:40.979><c> 40</c><00:07:41.280><c> megapascal</c><00:07:42.240><c> and</c> with the curve of a 40 megapascal and with the curve of a 40 megapascal and then<00:07:42.660><c> we</c><00:07:42.960><c> go</c><00:07:43.139><c> down</c><00:07:43.460><c> and</c><00:07:44.460><c> here</c><00:07:44.819><c> we</c><00:07:45.240><c> have</c><00:07:45.360><c> to</c><00:07:45.539><c> get</c> then we go down and here we have to get then we go down and here we have to get this<00:07:45.960><c> value</c><00:07:46.319><c> from</c><00:07:46.860><c> the</c><00:07:47.539><c> this</c><00:07:48.919><c> axis</c><00:07:49.919><c> here</c><00:07:50.220><c> so</c> this value from the this axis here so this value from the this axis here so this<00:07:51.240><c> value</c><00:07:51.479><c> here</c><00:07:51.840><c> it</c><00:07:52.199><c> is</c><00:07:52.759><c> 0.5.6</c><00:07:53.759><c> and</c><00:07:54.000><c> this</c> this value here it is 0.5.6 and this this value here it is 0.5.6 and this value<00:07:54.479><c> is</c><00:07:54.720><c> 0.7</c><00:07:55.199><c> so</c><00:07:55.500><c> it</c><00:07:55.680><c> is</c><00:07:55.860><c> somehow</c><00:07:56.220><c> before</c><00:07:56.580><c> 0.7</c> value is 0.7 so it is somehow before 0.7 value is 0.7 so it is somehow before 0.7 I<00:07:57.539><c> choosed</c><00:07:57.960><c> it</c><00:07:58.080><c> here</c><00:07:58.259><c> as</c><00:07:58.639><c> 0.68</c><00:07:59.639><c> so</c><00:08:00.539><c> 100</c><00:08:01.380><c> as</c><00:08:01.919><c> over</c> I choosed it here as 0.68 so 100 as over I choosed it here as 0.68 so 100 as over BD<00:08:02.940><c> equals</c><00:08:03.539><c> 0.68</c><00:08:04.259><c> the</c><00:08:04.620><c> only</c><00:08:04.800><c> unknown</c><00:08:05.280><c> it</c><00:08:05.460><c> will</c> BD equals 0.68 the only unknown it will BD equals 0.68 the only unknown it will be<00:08:05.759><c> the</c><00:08:05.940><c> area</c><00:08:06.120><c> of</c><00:08:06.360><c> the</c><00:08:06.539><c> steel</c><00:08:06.840><c> we</c><00:08:07.440><c> can</c> be the area of the steel we can be the area of the steel we can calculate<00:08:07.919><c> the</c><00:08:08.099><c> area</c><00:08:08.280><c> of</c><00:08:08.520><c> the</c><00:08:08.699><c> steel</c><00:08:08.940><c> it</c><00:08:09.599><c> is</c> calculate the area of the steel it is calculate the area of the steel it is 1190<00:08:12.120><c> millimeter</c><00:08:12.720><c> square</c><00:08:13.080><c> so</c><00:08:13.800><c> from</c><00:08:14.099><c> here</c><00:08:14.280><c> you</c> 1190 millimeter square so from here you 1190 millimeter square so from here you can<00:08:14.639><c> choose</c><00:08:15.060><c> a</c><00:08:15.660><c> suitable</c><00:08:16.160><c> diameter</c><00:08:17.160><c> and</c><00:08:17.639><c> get</c> can choose a suitable diameter and get can choose a suitable diameter and get the<00:08:18.120><c> number</c><00:08:18.360><c> of</c><00:08:18.539><c> bars</c><00:08:19.080><c> here</c><00:08:19.620><c> I</c><00:08:19.979><c> choose</c><00:08:20.340><c> 40</c><00:08:20.940><c> 20</c> the number of bars here I choose 40 20 the number of bars here I choose 40 20 and<00:08:22.139><c> the</c><00:08:22.379><c> as</c><00:08:22.620><c> provided</c><00:08:23.280><c> is</c> and the as provided is and the as provided is 1257<00:08:25.520><c> somehow</c><00:08:26.520><c> higher</c><00:08:27.300><c> than</c><00:08:27.479><c> this</c><00:08:27.900><c> value</c> 1257 somehow higher than this value 1257 somehow higher than this value and<00:08:29.400><c> once</c><00:08:29.879><c> you</c><00:08:29.940><c> did</c><00:08:30.120><c> that</c><00:08:30.360><c> this</c><00:08:30.780><c> is</c><00:08:30.900><c> a</c><00:08:31.199><c> design</c> and once you did that this is a design and once you did that this is a design of<00:08:32.159><c> that</c><00:08:32.640><c> section</c><00:08:32.940><c> so</c><00:08:33.360><c> it</c><00:08:33.479><c> is</c><00:08:33.599><c> very</c><00:08:33.779><c> easy</c> of that section so it is very easy of that section so it is very easy calculate<00:08:34.979><c> M</c><00:08:35.219><c> over</c><00:08:35.520><c> BD</c><00:08:36.000><c> Square</c><00:08:36.240><c> go</c><00:08:36.599><c> horizontal</c> calculate M over BD Square go horizontal calculate M over BD Square go horizontal intersect<00:08:37.800><c> with</c><00:08:38.039><c> the</c><00:08:38.219><c> suitable</c><00:08:38.580><c> curve</c><00:08:38.940><c> based</c> intersect with the suitable curve based intersect with the suitable curve based on<00:08:39.360><c> the</c><00:08:39.539><c> FCC</c><00:08:39.839><c> you</c><00:08:40.140><c> will</c><00:08:40.260><c> have</c><00:08:40.500><c> go</c><00:08:41.099><c> down</c><00:08:41.339><c> and</c><00:08:41.940><c> get</c> on the FCC you will have go down and get on the FCC you will have go down and get the<00:08:42.300><c> reinforcement</c><00:08:42.959><c> ratio</c><00:08:43.560><c> and</c><00:08:44.039><c> therefore</c> the reinforcement ratio and therefore the reinforcement ratio and therefore you<00:08:44.580><c> will</c><00:08:44.760><c> be</c><00:08:44.880><c> able</c><00:08:45.000><c> to</c><00:08:45.120><c> get</c><00:08:45.420><c> the</c><00:08:45.660><c> area</c><00:08:46.200><c> of</c><00:08:46.500><c> the</c> you will be able to get the area of the you will be able to get the area of the tension<00:08:47.459><c> still</c> tension still tension still now<00:08:49.800><c> let's</c><00:08:50.220><c> move</c><00:08:50.580><c> to</c><00:08:50.880><c> the</c><00:08:51.120><c> second</c><00:08:51.300><c> type</c><00:08:51.600><c> of</c> now let's move to the second type of now let's move to the second type of charts<00:08:52.380><c> which</c><00:08:52.680><c> is</c><00:08:52.920><c> for</c><00:08:53.459><c> doubly</c><00:08:53.940><c> reinforced</c> charts which is for doubly reinforced charts which is for doubly reinforced rectangular<00:08:55.080><c> sections</c><00:08:55.680><c> we</c><00:08:55.920><c> have</c><00:08:56.040><c> from</c><00:08:56.339><c> a</c> rectangular sections we have from a rectangular sections we have from a chart<00:08:56.700><c> 3</c><00:08:57.200><c> to</c><00:08:58.200><c> chart</c><00:08:58.620><c> 20</c> chart 3 to chart 20 chart 3 to chart 20 and<00:09:02.580><c> here</c><00:09:03.240><c> this</c><00:09:03.959><c> is</c><00:09:04.080><c> showing</c><00:09:04.440><c> that</c><00:09:04.680><c> we</c><00:09:04.920><c> have</c> and here this is showing that we have and here this is showing that we have area<00:09:05.339><c> of</c><00:09:05.640><c> tension</c><00:09:05.940><c> steel</c><00:09:06.240><c> and</c><00:09:06.600><c> also</c><00:09:06.839><c> we</c><00:09:07.019><c> have</c> area of tension steel and also we have area of tension steel and also we have as<00:09:07.380><c> Dash</c><00:09:07.920><c> or</c><00:09:08.279><c> compression</c><00:09:08.880><c> steel</c><00:09:09.180><c> so</c><00:09:09.480><c> we</c><00:09:09.660><c> have</c> as Dash or compression steel so we have as Dash or compression steel so we have compression<00:09:10.620><c> steel</c><00:09:10.920><c> tension</c><00:09:11.399><c> steel</c><00:09:11.700><c> this</c> compression steel tension steel this compression steel tension steel this distance<00:09:12.839><c> here</c><00:09:13.260><c> is</c><00:09:13.560><c> called</c><00:09:13.740><c> D</c><00:09:14.040><c> Dash</c><00:09:14.399><c> and</c><00:09:14.760><c> this</c> distance here is called D Dash and this distance here is called D Dash and this distance<00:09:15.360><c> here</c><00:09:15.720><c> is</c><00:09:16.019><c> called</c><00:09:16.320><c> D</c><00:09:17.220><c> and</c><00:09:17.820><c> the</c><00:09:18.060><c> B</c><00:09:18.300><c> is</c> distance here is called D and the B is distance here is called D and the B is as<00:09:18.839><c> usual</c><00:09:19.260><c> X</c><00:09:20.100><c> is</c><00:09:20.580><c> can</c><00:09:21.360><c> be</c><00:09:21.540><c> seen</c><00:09:21.720><c> here</c><00:09:22.080><c> is</c><00:09:22.500><c> a</c> as usual X is can be seen here is a as usual X is can be seen here is a distance<00:09:23.160><c> from</c><00:09:23.519><c> the</c><00:09:23.640><c> neutral</c><00:09:24.000><c> axis</c><00:09:24.420><c> to</c><00:09:24.660><c> the</c><00:09:25.560><c> uh</c> distance from the neutral axis to the uh distance from the neutral axis to the uh the<00:09:26.459><c> compression</c><00:09:27.120><c> side</c><00:09:27.360><c> of</c><00:09:27.600><c> the</c><00:09:27.720><c> concrete</c> the compression side of the concrete the compression side of the concrete here<00:09:29.160><c> we</c><00:09:29.339><c> can</c><00:09:29.459><c> see</c><00:09:29.640><c> that</c><00:09:29.820><c> we</c><00:09:30.120><c> have</c><00:09:30.240><c> three</c> here we can see that we have three here we can see that we have three values<00:09:30.899><c> FCU</c><00:09:31.860><c> FPL</c><00:09:32.700><c> D</c><00:09:33.240><c> Dash</c><00:09:33.600><c> over</c><00:09:33.720><c> D</c><00:09:34.019><c> and</c><00:09:34.740><c> we</c><00:09:34.920><c> have</c> values FCU FPL D Dash over D and we have values FCU FPL D Dash over D and we have different<00:09:35.660><c> charts</c><00:09:36.660><c> based</c><00:09:37.140><c> on</c><00:09:37.260><c> FCU</c><00:09:37.980><c> also</c><00:09:38.820><c> we</c> different charts based on FCU also we different charts based on FCU also we have<00:09:39.180><c> charts</c><00:09:39.720><c> for</c><00:09:39.899><c> 250</c><00:09:40.620><c> and</c><00:09:40.860><c> 460</c><00:09:41.580><c> we</c><00:09:41.940><c> have</c><00:09:42.060><c> also</c> have charts for 250 and 460 we have also have charts for 250 and 460 we have also different<00:09:42.540><c> shots</c><00:09:42.899><c> for</c><00:09:43.080><c> D</c><00:09:43.260><c> Dash</c><00:09:43.560><c> over</c><00:09:43.680><c> D</c> different shots for D Dash over D different shots for D Dash over D starting<00:09:44.339><c> from</c><00:09:44.760><c> point</c><00:09:46.040><c> five</c><00:09:47.040><c> point</c><00:09:47.459><c> zero</c><00:09:47.820><c> five</c> starting from point five point zero five starting from point five point zero five point<00:09:48.300><c> one</c><00:09:48.600><c> point</c><00:09:48.959><c> fifteen</c><00:09:49.440><c> point</c><00:09:49.740><c> to</c><00:09:49.980><c> 20</c><00:09:50.220><c> okay</c> point one point fifteen point to 20 okay point one point fifteen point to 20 okay so<00:09:52.019><c> based</c><00:09:52.500><c> on</c><00:09:52.620><c> the</c><00:09:52.800><c> values</c><00:09:53.279><c> that</c><00:09:53.459><c> you</c><00:09:53.580><c> have</c><00:09:53.700><c> you</c> so based on the values that you have you so based on the values that you have you will<00:09:54.180><c> choose</c><00:09:54.480><c> the</c><00:09:54.600><c> suitable</c><00:09:55.019><c> chart</c><00:09:55.640><c> according</c> will choose the suitable chart according will choose the suitable chart according to<00:09:56.940><c> your</c><00:09:57.240><c> problem</c><00:09:58.019><c> and</c><00:09:58.920><c> then</c><00:09:59.100><c> let's</c><00:09:59.399><c> see</c><00:09:59.640><c> what</c> to your problem and then let's see what to your problem and then let's see what do<00:10:00.180><c> we</c><00:10:00.300><c> have</c><00:10:00.420><c> in</c><00:10:00.720><c> this</c><00:10:00.899><c> chart</c><00:10:01.560><c> as</c><00:10:02.399><c> the</c><00:10:02.940><c> thing</c> do we have in this chart as the thing do we have in this chart as the thing reinforced<00:10:04.339><c> charts</c><00:10:05.339><c> the</c><00:10:06.000><c> vertical</c><00:10:06.360><c> axis</c><00:10:06.899><c> is</c> reinforced charts the vertical axis is reinforced charts the vertical axis is still<00:10:07.620><c> similar</c><00:10:08.100><c> M</c><00:10:08.399><c> over</c><00:10:08.640><c> BD</c><00:10:09.120><c> Square</c> still similar M over BD Square still similar M over BD Square the<00:10:10.680><c> horizontal</c><00:10:11.220><c> here</c><00:10:11.399><c> is</c><00:10:11.640><c> also</c><00:10:12.000><c> similar</c><00:10:12.420><c> it</c> the horizontal here is also similar it the horizontal here is also similar it is<00:10:12.959><c> a</c><00:10:13.260><c> reinforcement</c><00:10:14.220><c> ratio</c><00:10:14.700><c> of</c><00:10:14.820><c> tension</c> is a reinforcement ratio of tension is a reinforcement ratio of tension steel<00:10:15.480><c> the</c><00:10:15.839><c> as</c><00:10:16.080><c> we</c><00:10:16.800><c> can</c><00:10:16.920><c> get</c><00:10:17.100><c> it</c><00:10:17.220><c> from</c><00:10:17.459><c> this</c><00:10:17.700><c> HR</c> steel the as we can get it from this HR steel the as we can get it from this HR this<00:10:18.360><c> is</c><00:10:18.480><c> a</c><00:10:18.540><c> reinforcement</c><00:10:18.959><c> ratio</c> this is a reinforcement ratio this is a reinforcement ratio and<00:10:21.240><c> then</c><00:10:21.480><c> here</c><00:10:21.779><c> the</c><00:10:22.200><c> difference</c><00:10:22.320><c> is</c><00:10:22.740><c> we</c><00:10:23.160><c> have</c> and then here the difference is we have and then here the difference is we have in<00:10:24.300><c> this</c><00:10:24.839><c> side</c><00:10:25.080><c> we</c><00:10:25.980><c> have</c><00:10:26.160><c> different</c><00:10:26.459><c> curves</c> in this side we have different curves in this side we have different curves but<00:10:27.300><c> all</c><00:10:27.540><c> of</c><00:10:27.660><c> them</c> but all of them but all of them are<00:10:29.459><c> for</c><00:10:29.760><c> concrete</c><00:10:30.540><c> compressive</c><00:10:31.080><c> strengths</c> are for concrete compressive strengths are for concrete compressive strengths 25<00:10:32.459><c> in</c><00:10:33.000><c> this</c><00:10:33.180><c> case</c><00:10:33.360><c> or</c><00:10:33.660><c> 30</c><00:10:33.899><c> or</c><00:10:34.200><c> 35</c><00:10:34.440><c> based</c><00:10:35.100><c> on</c><00:10:35.160><c> the</c> 25 in this case or 30 or 35 based on the 25 in this case or 30 or 35 based on the chart<00:10:35.640><c> but</c><00:10:36.240><c> why</c><00:10:36.540><c> we</c><00:10:36.779><c> have</c><00:10:36.899><c> different</c> chart but why we have different chart but why we have different curves<00:10:39.000><c> here</c><00:10:39.300><c> because</c><00:10:39.600><c> each</c><00:10:40.019><c> curve</c><00:10:40.500><c> is</c> curves here because each curve is curves here because each curve is representing<00:10:41.279><c> the</c><00:10:41.660><c> reinforcement</c><00:10:42.660><c> ratio</c><00:10:43.200><c> of</c> representing the reinforcement ratio of representing the reinforcement ratio of compression<00:10:43.920><c> steel</c><00:10:44.220><c> the</c><00:10:44.519><c> compression</c><00:10:44.940><c> steel</c> compression steel the compression steel compression steel the compression steel reinforcement<00:10:45.959><c> ratio</c><00:10:46.560><c> starting</c><00:10:47.160><c> from</c><00:10:47.579><c> zero</c> reinforcement ratio starting from zero reinforcement ratio starting from zero means<00:10:49.320><c> in</c><00:10:49.560><c> this</c><00:10:49.680><c> case</c><00:10:49.860><c> there</c><00:10:50.160><c> is</c><00:10:50.279><c> no</c> means in this case there is no means in this case there is no compression<00:10:50.880><c> steel</c><00:10:51.180><c> and</c><00:10:51.540><c> therefore</c><00:10:51.899><c> we</c> compression steel and therefore we compression steel and therefore we should<00:10:52.320><c> go</c><00:10:52.560><c> back</c><00:10:52.800><c> to</c><00:10:53.040><c> the</c><00:10:53.880><c> thing</c><00:10:54.180><c> that</c> should go back to the thing that should go back to the thing that reinforced<00:10:55.140><c> uh</c> reinforced uh reinforced uh bigger<00:10:58.560><c> or</c><00:10:58.680><c> chart</c><00:10:58.980><c> we</c><00:10:59.579><c> can</c><00:10:59.700><c> use</c><00:10:59.940><c> it</c><00:11:00.120><c> then</c><00:11:01.019><c> we</c> bigger or chart we can use it then we bigger or chart we can use it then we can<00:11:01.500><c> move</c><00:11:01.680><c> now</c><00:11:01.980><c> to</c><00:11:02.420><c> reinforcement</c><00:11:03.420><c> ratio</c><00:11:04.019><c> 0.5</c> can move now to reinforcement ratio 0.5 can move now to reinforcement ratio 0.5 1<00:11:05.540><c> 1.52</c><00:11:06.540><c> until</c><00:11:07.200><c> going</c><00:11:07.620><c> to</c><00:11:07.860><c> four</c><00:11:08.100><c> percent</c><00:11:08.339><c> so</c> 1 1.52 until going to four percent so 1 1.52 until going to four percent so each<00:11:09.660><c> curve</c><00:11:10.200><c> of</c><00:11:10.320><c> this</c><00:11:10.680><c> is</c><00:11:11.459><c> representing</c><00:11:12.180><c> a</c> each curve of this is representing a each curve of this is representing a reinforcement<00:11:13.440><c> ratio</c><00:11:14.040><c> for</c><00:11:14.399><c> the</c><00:11:14.760><c> compression</c> reinforcement ratio for the compression reinforcement ratio for the compression Steel Steel Steel we<00:11:17.279><c> have</c><00:11:17.459><c> here</c><00:11:17.700><c> also</c><00:11:18.120><c> uh</c><00:11:19.079><c> three</c><00:11:19.440><c> values</c><00:11:19.920><c> X</c><00:11:20.220><c> over</c> we have here also uh three values X over we have here also uh three values X over D<00:11:20.760><c> this</c><00:11:21.060><c> is</c><00:11:21.300><c> X</c><00:11:21.540><c> over</c><00:11:21.839><c> D</c><00:11:22.140><c> starting</c><00:11:22.680><c> from</c> D this is X over D starting from D this is X over D starting from 0.3.4.5<00:11:24.720><c> and</c><00:11:25.620><c> according</c><00:11:26.040><c> to</c><00:11:26.220><c> the</c><00:11:26.459><c> BS</c><00:11:27.000><c> code</c><00:11:27.420><c> the</c> 0.3.4.5 and according to the BS code the 0.3.4.5 and according to the BS code the XR<00:11:28.800><c> over</c><00:11:29.100><c> D</c><00:11:29.399><c> cannot</c><00:11:29.880><c> exceed</c><00:11:30.300><c> 0.5</c><00:11:30.600><c> so</c><00:11:31.140><c> this</c><00:11:31.500><c> line</c> XR over D cannot exceed 0.5 so this line XR over D cannot exceed 0.5 so this line here<00:11:32.100><c> you</c><00:11:32.399><c> should</c><00:11:32.579><c> ensure</c><00:11:33.000><c> that</c><00:11:33.240><c> you</c><00:11:33.360><c> will</c><00:11:33.480><c> not</c> here you should ensure that you will not here you should ensure that you will not exceed<00:11:34.019><c> this</c><00:11:34.440><c> line</c><00:11:34.620><c> when</c><00:11:34.980><c> we</c><00:11:35.220><c> choose</c><00:11:35.579><c> the</c> exceed this line when we choose the exceed this line when we choose the value<00:11:36.300><c> of</c><00:11:36.540><c> intersection</c><00:11:37.019><c> here</c><00:11:37.380><c> and</c><00:11:37.680><c> I'm</c><00:11:37.860><c> going</c> value of intersection here and I'm going value of intersection here and I'm going to<00:11:38.160><c> explain</c><00:11:38.339><c> this</c><00:11:39.000><c> in</c><00:11:39.600><c> the</c><00:11:39.779><c> coming</c><00:11:39.959><c> few</c> to explain this in the coming few to explain this in the coming few minutes minutes minutes so<00:11:42.720><c> what</c><00:11:43.380><c> do</c><00:11:43.860><c> we</c><00:11:44.220><c> have</c><00:11:44.459><c> here</c><00:11:44.760><c> usually</c><00:11:45.300><c> we'll</c> so what do we have here usually we'll so what do we have here usually we'll have<00:11:45.779><c> the</c><00:11:46.019><c> dimensions</c><00:11:46.920><c> will</c><00:11:47.279><c> be</c><00:11:47.399><c> given</c><00:11:47.700><c> or</c><00:11:47.880><c> you</c> have the dimensions will be given or you have the dimensions will be given or you will<00:11:48.180><c> assume</c><00:11:48.600><c> it</c> will assume it will assume it based<00:11:50.399><c> on</c><00:11:50.519><c> your</c><00:11:50.760><c> experience</c><00:11:51.240><c> and</c><00:11:51.779><c> as</c><00:11:52.200><c> we</c><00:11:52.380><c> learn</c> based on your experience and as we learn based on your experience and as we learn it<00:11:52.740><c> in</c><00:11:52.920><c> other</c><00:11:53.100><c> videos</c> it in other videos it in other videos fecu<00:11:55.740><c> FV</c><00:11:56.160><c> yield</c><00:11:56.399><c> and</c><00:11:56.700><c> the</c><00:11:56.880><c> M</c><00:11:57.360><c> ultimate</c><00:11:57.959><c> what</c><00:11:58.260><c> is</c> fecu FV yield and the M ultimate what is fecu FV yield and the M ultimate what is required<00:11:58.920><c> the</c><00:11:59.339><c> area</c><00:11:59.640><c> of</c><00:11:59.940><c> Steel</c><00:12:00.240><c> tension</c><00:12:00.959><c> steel</c> required the area of Steel tension steel required the area of Steel tension steel and<00:12:01.500><c> compression</c><00:12:01.980><c> Steels</c><00:12:02.519><c> what</c><00:12:02.880><c> are</c><00:12:03.060><c> the</c> and compression Steels what are the and compression Steels what are the steps<00:12:03.600><c> just</c><00:12:03.899><c> to</c><00:12:04.140><c> concentrate</c><00:12:04.800><c> with</c><00:12:04.980><c> me</c><00:12:05.160><c> and</c> steps just to concentrate with me and steps just to concentrate with me and you<00:12:05.519><c> will</c><00:12:05.640><c> learn</c><00:12:05.820><c> how</c><00:12:06.000><c> to</c><00:12:06.180><c> do</c><00:12:06.300><c> that</c><00:12:06.540><c> the</c><00:12:07.440><c> first</c> you will learn how to do that the first you will learn how to do that the first step<00:12:07.980><c> is</c><00:12:08.279><c> to</c><00:12:08.579><c> calculate</c><00:12:09.120><c> the</c><00:12:09.360><c> K</c><00:12:09.540><c> as</c><00:12:10.260><c> usual</c> step is to calculate the K as usual step is to calculate the K as usual because<00:12:10.980><c> at</c><00:12:11.459><c> the</c><00:12:11.579><c> beginning</c><00:12:11.760><c> I</c><00:12:12.300><c> don't</c><00:12:12.420><c> know</c><00:12:12.600><c> if</c> because at the beginning I don't know if because at the beginning I don't know if this<00:12:13.200><c> section</c><00:12:13.380><c> will</c><00:12:13.680><c> be</c><00:12:13.800><c> singly</c><00:12:14.220><c> or</c><00:12:14.459><c> doubly</c><00:12:14.820><c> so</c> this section will be singly or doubly so this section will be singly or doubly so calculate<00:12:15.480><c> the</c><00:12:15.720><c> K</c><00:12:15.959><c> in</c><00:12:16.440><c> this</c><00:12:16.560><c> case</c><00:12:16.680><c> it</c><00:12:16.920><c> will</c><00:12:17.040><c> be</c> calculate the K in this case it will be calculate the K in this case it will be greater<00:12:17.579><c> than</c><00:12:17.720><c> 0.156</c><00:12:18.720><c> it</c><00:12:19.079><c> means</c><00:12:19.440><c> I</c><00:12:19.740><c> will</c><00:12:19.920><c> go</c><00:12:20.100><c> to</c> greater than 0.156 it means I will go to greater than 0.156 it means I will go to double<00:12:20.459><c> reinforced</c><00:12:21.120><c> rectangular</c><00:12:21.660><c> section</c> double reinforced rectangular section double reinforced rectangular section then<00:12:22.740><c> we</c><00:12:22.980><c> calculate</c><00:12:23.339><c> M</c><00:12:23.640><c> over</c><00:12:23.880><c> BD</c><00:12:24.420><c> Square</c><00:12:24.660><c> which</c> then we calculate M over BD Square which then we calculate M over BD Square which is<00:12:25.260><c> the</c><00:12:25.560><c> value</c><00:12:26.279><c> that</c><00:12:26.640><c> we</c><00:12:26.760><c> have</c><00:12:26.940><c> it</c><00:12:27.060><c> here</c><00:12:27.720><c> and</c> is the value that we have it here and is the value that we have it here and then<00:12:28.500><c> we</c><00:12:28.800><c> choose</c><00:12:29.160><c> the</c><00:12:29.579><c> suitable</c><00:12:30.000><c> chart</c><00:12:30.360><c> okay</c> then we choose the suitable chart okay then we choose the suitable chart okay chart<00:12:31.680><c> three</c><00:12:32.040><c> four</c><00:12:32.459><c> five</c><00:12:32.760><c> six</c><00:12:33.000><c> or</c><00:12:33.300><c> whatever</c> chart three four five six or whatever chart three four five six or whatever based<00:12:34.019><c> on</c><00:12:34.140><c> the</c><00:12:34.519><c> fccu</c><00:12:35.519><c> a</c><00:12:35.700><c> field</c><00:12:35.880><c> and</c><00:12:36.120><c> dash</c><00:12:36.660><c> over</c> based on the fccu a field and dash over based on the fccu a field and dash over D<00:12:37.079><c> then</c><00:12:37.560><c> we</c><00:12:37.800><c> go</c><00:12:37.920><c> horizontal</c><00:12:39.000><c> we</c><00:12:39.720><c> will</c> D then we go horizontal we will D then we go horizontal we will intersect<00:12:40.620><c> with</c><00:12:40.920><c> the</c><00:12:41.339><c> Curve</c><00:12:42.240><c> all</c><00:12:43.079><c> of</c><00:12:43.200><c> these</c> intersect with the Curve all of these intersect with the Curve all of these curves<00:12:43.800><c> but</c> curves but curves but we<00:12:45.720><c> choose</c><00:12:46.680><c> the</c><00:12:46.860><c> care</c><00:12:47.100><c> who</c><00:12:47.459><c> is</c><00:12:47.639><c> minimum</c><00:12:48.000><c> a</c><00:12:48.240><c> s</c> we choose the care who is minimum a s we choose the care who is minimum a s Dash<00:12:48.959><c> provided</c><00:12:49.620><c> that</c><00:12:49.860><c> X</c><00:12:50.040><c> over</c><00:12:50.279><c> D</c><00:12:50.579><c> is</c><00:12:50.820><c> less</c><00:12:51.000><c> than</c> Dash provided that X over D is less than Dash provided that X over D is less than 0.5<00:12:51.420><c> so</c><00:12:51.959><c> when</c><00:12:52.139><c> you</c><00:12:52.380><c> go</c><00:12:52.500><c> and</c><00:12:52.740><c> intersect</c><00:12:53.279><c> let's</c> 0.5 so when you go and intersect let's 0.5 so when you go and intersect let's say<00:12:53.839><c> you</c><00:12:54.839><c> have</c><00:12:55.139><c> a</c><00:12:55.680><c> m</c><00:12:55.920><c> over</c><00:12:56.160><c> b</c><00:12:56.459><c> d</c><00:12:56.700><c> square</c><00:12:57.260><c> it</c><00:12:58.260><c> is</c> say you have a m over b d square it is say you have a m over b d square it is eight<00:12:59.220><c> so</c><00:12:59.820><c> if</c><00:13:00.060><c> you</c><00:13:00.180><c> will</c><00:13:00.300><c> go</c><00:13:00.480><c> intersect</c><00:13:00.959><c> here</c> eight so if you will go intersect here eight so if you will go intersect here he<00:13:02.279><c> will</c><00:13:02.519><c> intersect</c><00:13:02.880><c> with</c><00:13:03.180><c> this</c><00:13:03.600><c> curve</c><00:13:04.200><c> at</c><00:13:04.380><c> one</c> he will intersect with this curve at one he will intersect with this curve at one percent<00:13:05.240><c> compression</c><00:13:06.240><c> steer</c><00:13:06.600><c> reinforcement</c> percent compression steer reinforcement percent compression steer reinforcement ratio<00:13:07.620><c> but</c><00:13:08.040><c> this</c><00:13:08.399><c> point</c><00:13:08.579><c> is</c><00:13:09.060><c> going</c><00:13:09.720><c> behind</c><00:13:10.260><c> or</c> ratio but this point is going behind or ratio but this point is going behind or after<00:13:10.920><c> the</c><00:13:11.160><c> X</c><00:13:11.339><c> over</c><00:13:11.579><c> D</c><00:13:11.820><c> of</c><00:13:12.060><c> 0.5</c><00:13:12.240><c> so</c><00:13:12.720><c> we</c><00:13:12.899><c> cannot</c> after the X over D of 0.5 so we cannot after the X over D of 0.5 so we cannot use<00:13:13.440><c> this</c><00:13:13.680><c> one</c><00:13:13.860><c> because</c><00:13:14.459><c> if</c><00:13:14.760><c> I</c><00:13:14.940><c> use</c><00:13:15.240><c> this</c><00:13:15.420><c> one</c> use this one because if I use this one use this one because if I use this one we<00:13:15.779><c> have</c><00:13:15.899><c> we'll</c><00:13:16.200><c> have</c><00:13:16.440><c> a</c><00:13:16.620><c> compression</c><00:13:17.040><c> failure</c> we have we'll have a compression failure we have we'll have a compression failure of<00:13:17.700><c> the</c><00:13:17.820><c> cross</c><00:13:18.000><c> section</c><00:13:18.300><c> so</c><00:13:18.600><c> it</c><00:13:18.720><c> is</c><00:13:18.839><c> not</c> of the cross section so it is not of the cross section so it is not allowed<00:13:19.440><c> to</c><00:13:19.680><c> go</c><00:13:19.920><c> behind</c><00:13:20.820><c> this</c><00:13:21.300><c> line</c><00:13:21.600><c> so</c><00:13:22.079><c> if</c> allowed to go behind this line so if allowed to go behind this line so if this<00:13:23.100><c> one</c><00:13:23.339><c> in</c><00:13:23.760><c> the</c><00:13:23.940><c> intersection</c><00:13:24.240><c> is</c><00:13:24.540><c> behind</c> this one in the intersection is behind this one in the intersection is behind we<00:13:25.019><c> have</c><00:13:25.139><c> to</c><00:13:25.260><c> move</c><00:13:25.440><c> to</c><00:13:25.680><c> the</c><00:13:26.300><c> uh</c><00:13:27.300><c> higher</c> we have to move to the uh higher we have to move to the uh higher compression<00:13:28.560><c> steer</c><00:13:28.920><c> reinforcement</c><00:13:29.339><c> ratio</c><00:13:29.880><c> so</c> compression steer reinforcement ratio so compression steer reinforcement ratio so we'll<00:13:30.240><c> intersect</c><00:13:30.660><c> with</c><00:13:30.899><c> this</c><00:13:31.139><c> curve</c><00:13:31.500><c> yes</c><00:13:31.680><c> this</c> we'll intersect with this curve yes this we'll intersect with this curve yes this point<00:13:32.160><c> is</c><00:13:32.399><c> correct</c><00:13:32.820><c> because</c><00:13:33.060><c> it</c><00:13:33.360><c> is</c><00:13:33.480><c> before</c> point is correct because it is before point is correct because it is before the<00:13:34.079><c> X</c><00:13:34.260><c> over</c><00:13:34.500><c> D</c><00:13:34.800><c> of</c><00:13:35.339><c> 0.5</c><00:13:35.579><c> then</c><00:13:36.480><c> we</c><00:13:36.720><c> can</c><00:13:36.839><c> go</c><00:13:37.079><c> down</c> the X over D of 0.5 then we can go down the X over D of 0.5 then we can go down to<00:13:37.620><c> get</c><00:13:37.800><c> the</c><00:13:37.920><c> area</c><00:13:38.100><c> of</c><00:13:38.279><c> tension</c><00:13:38.639><c> still</c><00:13:38.940><c> and</c><00:13:39.779><c> we</c> to get the area of tension still and we to get the area of tension still and we have<00:13:40.800><c> the</c><00:13:40.980><c> area</c><00:13:41.160><c> of</c><00:13:41.339><c> the</c><00:13:41.519><c> compression</c><00:13:42.000><c> still</c> have the area of the compression still have the area of the compression still so<00:13:43.620><c> once</c><00:13:44.399><c> we</c><00:13:44.519><c> did</c><00:13:44.700><c> that</c><00:13:44.940><c> we</c><00:13:45.560><c> get</c><00:13:46.560><c> the</c><00:13:46.980><c> number</c> so once we did that we get the number so once we did that we get the number and<00:13:47.760><c> choose</c><00:13:48.240><c> a</c><00:13:48.420><c> suitable</c><00:13:48.779><c> diameter</c><00:13:49.200><c> of</c><00:13:49.380><c> bars</c> and choose a suitable diameter of bars and choose a suitable diameter of bars okay<00:13:50.459><c> let's</c><00:13:50.760><c> clarify</c><00:13:51.420><c> this</c><00:13:51.600><c> by</c><00:13:51.839><c> solving</c><00:13:52.380><c> an</c> okay let's clarify this by solving an okay let's clarify this by solving an example<00:13:52.800><c> together</c><00:13:53.040><c> let's</c><00:13:53.700><c> do</c><00:13:54.000><c> that</c> example together let's do that example together let's do that in<00:13:55.620><c> this</c><00:13:55.740><c> example</c><00:13:56.220><c> we</c><00:13:56.639><c> have</c><00:13:57.019><c> uh</c><00:13:58.019><c> the</c><00:13:58.320><c> same</c> in this example we have uh the same in this example we have uh the same cross<00:13:58.740><c> section</c><00:13:58.980><c> b</c><00:13:59.459><c> equal</c><00:13:59.700><c> to</c><00:14:00.000><c> 150</c><00:14:00.779><c> D</c><00:14:01.019><c> is</c><00:14:01.260><c> 700</c> cross section b equal to 150 D is 700 cross section b equal to 150 D is 700 but<00:14:02.040><c> the</c><00:14:02.220><c> moment</c><00:14:02.519><c> here</c><00:14:02.700><c> in</c><00:14:02.940><c> this</c><00:14:03.120><c> case</c><00:14:03.240><c> is</c><00:14:03.480><c> 900</c> but the moment here in this case is 900 but the moment here in this case is 900 kilo<00:14:04.560><c> Newton</c><00:14:04.740><c> meter</c><00:14:05.100><c> much</c><00:14:05.339><c> higher</c><00:14:05.760><c> than</c><00:14:05.940><c> the</c> kilo Newton meter much higher than the kilo Newton meter much higher than the previous<00:14:06.779><c> example</c><00:14:07.440><c> everything</c><00:14:08.279><c> else</c><00:14:08.639><c> is</c><00:14:09.000><c> the</c> previous example everything else is the previous example everything else is the same<00:14:09.720><c> so</c><00:14:10.200><c> let's</c><00:14:10.500><c> see</c><00:14:10.800><c> calculate</c><00:14:11.700><c> K</c><00:14:11.940><c> as</c><00:14:12.240><c> usual</c><00:14:12.540><c> K</c> same so let's see calculate K as usual K same so let's see calculate K as usual K is<00:14:13.500><c> in</c><00:14:13.740><c> this</c><00:14:13.920><c> case</c><00:14:14.100><c> greater</c><00:14:14.639><c> than</c> is in this case greater than is in this case greater than 0.156<00:14:16.560><c> so</c><00:14:17.220><c> this</c><00:14:17.760><c> means</c><00:14:18.060><c> compression</c> 0.156 so this means compression 0.156 so this means compression reinforcement<00:14:19.380><c> is</c><00:14:19.980><c> required</c><00:14:21.240><c> okay</c><00:14:21.839><c> so</c><00:14:22.680><c> we</c> reinforcement is required okay so we reinforcement is required okay so we calculate<00:14:23.220><c> M</c><00:14:23.459><c> over</c><00:14:23.760><c> BD</c><00:14:24.240><c> Square</c><00:14:24.480><c> it</c><00:14:24.899><c> is</c><00:14:25.160><c> 7.35</c> calculate M over BD Square it is 7.35 calculate M over BD Square it is 7.35 this<00:14:26.700><c> is</c><00:14:26.820><c> we</c><00:14:27.120><c> needed</c><00:14:27.660><c> because</c><00:14:27.959><c> the</c><00:14:28.320><c> value</c><00:14:28.440><c> here</c> this is we needed because the value here this is we needed because the value here is<00:14:28.980><c> the</c><00:14:29.279><c> value</c><00:14:29.459><c> that</c><00:14:29.700><c> we</c><00:14:29.880><c> needed</c><00:14:30.120><c> for</c><00:14:30.300><c> the</c> is the value that we needed for the is the value that we needed for the vertical<00:14:31.019><c> axis</c><00:14:31.560><c> and</c><00:14:32.459><c> we</c><00:14:32.700><c> have</c><00:14:32.820><c> to</c><00:14:33.000><c> choose</c><00:14:33.300><c> the</c> vertical axis and we have to choose the vertical axis and we have to choose the suitable suitable suitable chart<00:14:35.760><c> so</c><00:14:36.120><c> for</c><00:14:36.360><c> f</c><00:14:36.600><c> field</c><00:14:36.920><c> 460</c><00:14:37.920><c> Mega</c><00:14:38.700><c> Pascal</c> chart so for f field 460 Mega Pascal chart so for f field 460 Mega Pascal fpcu40<00:14:40.500><c> D</c><00:14:41.279><c> Dash</c><00:14:41.579><c> over</c><00:14:41.699><c> D</c><00:14:42.000><c> point</c><00:14:42.240><c> one</c><00:14:42.540><c> so</c><00:14:42.959><c> we</c> fpcu40 D Dash over D point one so we fpcu40 D Dash over D point one so we have<00:14:43.500><c> to</c><00:14:43.620><c> use</c><00:14:43.980><c> the</c><00:14:44.639><c> chart</c><00:14:44.940><c> number</c><00:14:45.779><c> 12.</c><00:14:46.440><c> here</c> have to use the chart number 12. here have to use the chart number 12. here why<00:14:47.519><c> we</c><00:14:47.760><c> use</c><00:14:47.880><c> D</c><00:14:48.120><c> Dash</c><00:14:48.420><c> over</c><00:14:48.540><c> D</c><00:14:48.779><c> is</c><00:14:48.959><c> 0.1</c><00:14:49.320><c> because</c> why we use D Dash over D is 0.1 because why we use D Dash over D is 0.1 because it<00:14:49.920><c> is</c><00:14:50.040><c> given</c><00:14:50.339><c> in</c><00:14:50.459><c> the</c><00:14:50.699><c> problem</c><00:14:50.940><c> here</c><00:14:51.300><c> if</c><00:14:51.779><c> it</c><00:14:51.899><c> is</c> it is given in the problem here if it is it is given in the problem here if it is not<00:14:52.199><c> given</c><00:14:52.500><c> and</c><00:14:52.680><c> you</c><00:14:52.860><c> have</c><00:14:52.980><c> the</c><00:14:53.160><c> value</c><00:14:53.339><c> of</c><00:14:53.579><c> D</c> not given and you have the value of D not given and you have the value of D Dash<00:14:54.120><c> and</c><00:14:54.300><c> D</c><00:14:54.540><c> you</c><00:14:54.779><c> have</c><00:14:54.959><c> to</c><00:14:55.199><c> get</c><00:14:55.620><c> the</c><00:14:55.880><c> ratio</c> Dash and D you have to get the ratio Dash and D you have to get the ratio between<00:14:57.120><c> D</c><00:14:57.420><c> Dash</c><00:14:57.779><c> and</c><00:14:57.959><c> d</c><00:14:58.139><c> and</c><00:14:58.440><c> use</c><00:14:58.620><c> one</c><00:14:59.339><c> which</c> between D Dash and d and use one which between D Dash and d and use one which is<00:14:59.760><c> close</c><00:15:00.000><c> to</c><00:15:00.180><c> even</c><00:15:00.480><c> if</c><00:15:00.720><c> you</c><00:15:00.839><c> have</c><00:15:00.959><c> it</c><00:15:01.139><c> like</c> is close to even if you have it like is close to even if you have it like point<00:15:01.620><c> zero</c><00:15:02.040><c> line</c><00:15:02.160><c> so</c><00:15:02.579><c> take</c><00:15:02.880><c> it</c><00:15:03.120><c> as</c><00:15:03.240><c> point</c><00:15:03.540><c> one</c> point zero line so take it as point one point zero line so take it as point one or<00:15:04.440><c> Point</c><00:15:04.620><c> eleven</c><00:15:05.100><c> take</c><00:15:05.459><c> it</c><00:15:05.699><c> as</c><00:15:05.880><c> also</c><00:15:06.240><c> point</c> or Point eleven take it as also point or Point eleven take it as also point one one one let's<00:15:08.699><c> apply</c><00:15:09.360><c> this</c><00:15:09.600><c> in</c><00:15:09.899><c> the</c><00:15:10.019><c> chart</c><00:15:10.260><c> we</c> let's apply this in the chart we let's apply this in the chart we calculated<00:15:11.160><c> the</c><00:15:11.639><c> value</c><00:15:11.820><c> it</c><00:15:12.060><c> was</c><00:15:12.240><c> seven</c><00:15:12.480><c> here</c> calculated the value it was seven here calculated the value it was seven here points<00:15:13.260><c> that</c><00:15:13.440><c> uh</c> points that uh points that uh 35<00:15:16.440><c> so</c><00:15:17.040><c> we</c><00:15:17.279><c> will</c><00:15:17.459><c> go</c><00:15:18.180><c> at</c><00:15:18.899><c> from</c><00:15:19.560><c> this</c><00:15:19.940><c> 7.35</c><00:15:20.940><c> we'll</c> 35 so we will go at from this 7.35 we'll 35 so we will go at from this 7.35 we'll go<00:15:21.660><c> horizontal</c><00:15:22.199><c> until</c><00:15:22.980><c> we'll</c><00:15:23.279><c> intersect</c><00:15:23.820><c> with</c> go horizontal until we'll intersect with go horizontal until we'll intersect with the<00:15:25.079><c> curves</c><00:15:25.440><c> okay</c><00:15:25.920><c> so</c><00:15:26.339><c> with</c><00:15:27.240><c> the</c><00:15:27.480><c> first</c><00:15:27.660><c> curve</c> the curves okay so with the first curve the curves okay so with the first curve here<00:15:28.260><c> with</c><00:15:28.560><c> zero</c><00:15:29.100><c> percent</c><00:15:29.820><c> or</c><00:15:30.540><c> no</c><00:15:30.959><c> compression</c> here with zero percent or no compression here with zero percent or no compression steel<00:15:31.800><c> we</c><00:15:32.100><c> can</c><00:15:32.220><c> see</c><00:15:32.339><c> it</c><00:15:32.519><c> would</c><00:15:32.699><c> intersect</c><00:15:33.120><c> at</c> steel we can see it would intersect at steel we can see it would intersect at this<00:15:33.660><c> point</c> this point this point and<00:15:34.920><c> it</c><00:15:35.100><c> will</c><00:15:35.220><c> give</c><00:15:35.399><c> us</c><00:15:35.579><c> a</c><00:15:35.760><c> reinforcement</c> and it will give us a reinforcement and it will give us a reinforcement ratio<00:15:36.720><c> of</c><00:15:36.839><c> tension</c><00:15:37.139><c> still</c><00:15:37.940><c> 2.85</c><00:15:38.940><c> about</c><00:15:39.540><c> that</c> ratio of tension still 2.85 about that ratio of tension still 2.85 about that value<00:15:40.579><c> 2.85</c><00:15:41.579><c> but</c><00:15:42.139><c> we</c><00:15:43.139><c> have</c><00:15:43.440><c> a</c><00:15:43.680><c> problem</c><00:15:43.800><c> here</c> value 2.85 but we have a problem here value 2.85 but we have a problem here what<00:15:44.519><c> is</c><00:15:44.760><c> the</c><00:15:44.940><c> problem</c><00:15:45.199><c> X</c><00:15:46.199><c> over</c><00:15:46.440><c> D</c><00:15:46.740><c> at</c><00:15:47.100><c> this</c> what is the problem X over D at this what is the problem X over D at this point<00:15:47.459><c> is</c><00:15:47.760><c> exceeding</c><00:15:48.300><c> the</c><00:15:48.480><c> value</c><00:15:48.720><c> of</c><00:15:49.199><c> x</c><00:15:49.440><c> over</c> point is exceeding the value of x over point is exceeding the value of x over 0.5<00:15:50.279><c> which</c><00:15:51.000><c> is</c><00:15:51.120><c> the</c><00:15:51.300><c> maximum</c><00:15:51.720><c> value</c><00:15:52.620><c> by</c><00:15:53.279><c> the</c><00:15:53.579><c> BS</c> 0.5 which is the maximum value by the BS 0.5 which is the maximum value by the BS code<00:15:54.240><c> so</c><00:15:54.540><c> we</c><00:15:54.899><c> cannot</c><00:15:55.199><c> accept</c><00:15:55.560><c> that</c><00:15:56.220><c> value</c><00:15:56.519><c> and</c> code so we cannot accept that value and code so we cannot accept that value and we<00:15:57.300><c> cannot</c><00:15:57.600><c> say</c><00:15:58.019><c> we</c><00:15:58.320><c> will</c><00:15:58.440><c> use</c><00:15:58.620><c> only</c><00:15:58.800><c> tension</c> we cannot say we will use only tension we cannot say we will use only tension steel<00:15:59.579><c> with</c><00:15:59.940><c> no</c><00:16:00.360><c> compression</c><00:16:00.839><c> steel</c><00:16:01.079><c> because</c> steel with no compression steel because steel with no compression steel because if<00:16:01.620><c> you</c><00:16:01.800><c> did</c><00:16:01.980><c> that</c><00:16:02.220><c> you</c><00:16:02.820><c> will</c><00:16:02.940><c> have</c><00:16:03.120><c> a</c> if you did that you will have a if you did that you will have a compression<00:16:03.600><c> failure</c><00:16:03.959><c> and</c><00:16:04.139><c> therefore</c><00:16:04.500><c> this</c> compression failure and therefore this compression failure and therefore this will<00:16:04.920><c> be</c><00:16:05.100><c> a</c><00:16:05.399><c> bad</c><00:16:05.579><c> Design</c><00:16:05.940><c> This</c><00:16:06.720><c> is</c><00:16:06.839><c> wrong</c><00:16:07.139><c> will</c> will be a bad Design This is wrong will will be a bad Design This is wrong will not<00:16:07.680><c> be</c><00:16:07.860><c> accepted</c><00:16:08.339><c> so</c><00:16:08.699><c> what</c><00:16:09.420><c> we</c><00:16:09.600><c> should</c><00:16:09.839><c> do</c><00:16:10.019><c> we</c> not be accepted so what we should do we not be accepted so what we should do we have<00:16:10.380><c> to</c><00:16:10.560><c> move</c><00:16:10.740><c> to</c><00:16:11.100><c> the</c><00:16:11.699><c> higher</c><00:16:12.180><c> reinforcement</c> have to move to the higher reinforcement have to move to the higher reinforcement ratio<00:16:13.260><c> the</c><00:16:13.560><c> zero</c><00:16:13.980><c> didn't</c><00:16:14.100><c> work</c><00:16:14.459><c> so</c><00:16:14.699><c> we'll</c><00:16:14.820><c> go</c> ratio the zero didn't work so we'll go ratio the zero didn't work so we'll go to<00:16:15.180><c> 0.5</c><00:16:15.779><c> okay</c><00:16:16.620><c> let's</c><00:16:16.920><c> see</c><00:16:17.100><c> the</c><00:16:17.339><c> intersection</c> to 0.5 okay let's see the intersection to 0.5 okay let's see the intersection here<00:16:18.120><c> with</c><00:16:18.360><c> 0.5</c><00:16:18.600><c> it</c><00:16:19.199><c> is</c><00:16:19.320><c> somewhere</c><00:16:19.680><c> at</c><00:16:19.980><c> this</c> here with 0.5 it is somewhere at this here with 0.5 it is somewhere at this point<00:16:20.279><c> yes</c><00:16:21.120><c> it</c><00:16:21.420><c> is</c><00:16:21.600><c> before</c><00:16:22.199><c> the</c><00:16:22.560><c> X</c><00:16:22.740><c> over</c><00:16:22.920><c> D</c><00:16:23.220><c> of</c> point yes it is before the X over D of point yes it is before the X over D of 0.5<00:16:23.579><c> so</c><00:16:24.120><c> this</c><00:16:24.420><c> is</c><00:16:24.660><c> acceptable</c><00:16:25.620><c> value</c><00:16:25.980><c> so</c><00:16:26.459><c> we</c> 0.5 so this is acceptable value so we 0.5 so this is acceptable value so we can<00:16:26.820><c> intersect</c><00:16:27.360><c> here</c><00:16:27.779><c> with</c><00:16:28.320><c> this</c><00:16:28.860><c> one</c><00:16:29.040><c> and</c> can intersect here with this one and can intersect here with this one and then<00:16:30.120><c> we</c><00:16:30.300><c> will</c><00:16:30.480><c> go</c><00:16:30.839><c> down</c> then we will go down then we will go down so<00:16:33.860><c> it</c><00:16:34.860><c> will</c><00:16:34.980><c> be</c><00:16:35.160><c> this</c><00:16:35.399><c> curve</c><00:16:35.760><c> here</c><00:16:35.940><c> you</c><00:16:36.180><c> go</c> so it will be this curve here you go so it will be this curve here you go intersect<00:16:37.019><c> with</c><00:16:37.259><c> this</c><00:16:37.560><c> 0.5</c><00:16:38.279><c> because</c><00:16:39.180><c> zero</c> intersect with this 0.5 because zero intersect with this 0.5 because zero percent<00:16:40.199><c> didn't</c><00:16:40.560><c> work</c><00:16:40.920><c> so</c><00:16:41.100><c> we'll</c><00:16:41.279><c> try</c><00:16:41.519><c> 0.5</c><00:16:41.759><c> it</c> percent didn't work so we'll try 0.5 it percent didn't work so we'll try 0.5 it works<00:16:42.720><c> so</c><00:16:42.899><c> we'll</c><00:16:43.079><c> go</c><00:16:43.320><c> down</c><00:16:43.500><c> and</c><00:16:44.220><c> then</c><00:16:44.399><c> we</c><00:16:44.579><c> will</c> works so we'll go down and then we will works so we'll go down and then we will be<00:16:44.820><c> able</c><00:16:45.060><c> to</c><00:16:45.180><c> get</c><00:16:45.420><c> the</c><00:16:45.660><c> area</c><00:16:46.199><c> of</c><00:16:46.500><c> tension</c><00:16:46.860><c> still</c> be able to get the area of tension still be able to get the area of tension still the<00:16:47.399><c> reinforcement</c><00:16:47.880><c> ratio</c><00:16:48.420><c> here</c><00:16:48.600><c> it</c><00:16:48.899><c> is</c><00:16:49.079><c> 2</c><00:16:49.620><c> 2.1</c> the reinforcement ratio here it is 2 2.1 the reinforcement ratio here it is 2 2.1 2.2<00:16:51.000><c> so</c><00:16:51.240><c> it</c><00:16:51.480><c> is</c><00:16:51.660><c> 2.2</c><00:16:52.199><c> percent</c><00:16:52.459><c> the</c> 2.2 so it is 2.2 percent the 2.2 so it is 2.2 percent the reinforcement<00:16:54.000><c> ratio</c><00:16:54.420><c> for</c><00:16:54.600><c> compression</c> reinforcement ratio for compression reinforcement ratio for compression steel<00:16:55.259><c> it</c><00:16:55.500><c> will</c><00:16:55.620><c> be</c><00:16:55.740><c> 0.5</c><00:16:56.100><c> percent</c><00:16:57.060><c> because</c><00:16:57.540><c> we</c> steel it will be 0.5 percent because we steel it will be 0.5 percent because we use<00:16:58.139><c> the</c><00:16:58.380><c> curve</c><00:16:58.860><c> of</c><00:16:59.040><c> 0.5</c><00:16:59.360><c> and</c><00:17:00.360><c> the</c><00:17:00.540><c> X</c><00:17:00.660><c> over</c><00:17:00.899><c> D</c><00:17:01.199><c> in</c> use the curve of 0.5 and the X over D in use the curve of 0.5 and the X over D in this<00:17:01.620><c> case</c><00:17:01.740><c> it</c><00:17:02.100><c> is</c><00:17:02.279><c> somehow</c><00:17:02.639><c> between</c><00:17:03.420><c> 0.5</c><00:17:04.339><c> 0.4</c> this case it is somehow between 0.5 0.4 this case it is somehow between 0.5 0.4 you<00:17:05.640><c> can</c><00:17:05.760><c> say</c> you can say you can say 0.45.43<00:17:07.500><c> it</c><00:17:07.740><c> doesn't</c><00:17:07.919><c> matter</c><00:17:08.220><c> but</c><00:17:09.000><c> you</c><00:17:09.299><c> should</c> 0.45.43 it doesn't matter but you should 0.45.43 it doesn't matter but you should ensure<00:17:09.839><c> that</c><00:17:10.079><c> X</c><00:17:10.260><c> over</c><00:17:10.439><c> D</c><00:17:10.740><c> will</c><00:17:10.980><c> be</c><00:17:11.160><c> less</c><00:17:12.000><c> than</c> ensure that X over D will be less than ensure that X over D will be less than 0.5<00:17:13.559><c> will</c><00:17:14.160><c> not</c><00:17:14.400><c> go</c><00:17:14.699><c> higher</c><00:17:15.240><c> than</c><00:17:15.360><c> 0.5</c> 0.5 will not go higher than 0.5 0.5 will not go higher than 0.5 otherwise<00:17:16.559><c> it</c><00:17:16.860><c> will</c><00:17:17.040><c> be</c><00:17:17.280><c> a</c><00:17:17.760><c> wrong</c><00:17:18.000><c> design</c><00:17:18.299><c> once</c> otherwise it will be a wrong design once otherwise it will be a wrong design once we<00:17:18.900><c> get</c><00:17:19.140><c> the</c><00:17:19.380><c> reinforcement</c><00:17:19.980><c> ratio</c><00:17:20.579><c> we</c><00:17:21.179><c> can</c> we get the reinforcement ratio we can we get the reinforcement ratio we can just<00:17:21.600><c> change</c><00:17:22.020><c> this</c><00:17:22.199><c> to</c><00:17:22.439><c> calculate</c><00:17:22.860><c> the</c><00:17:23.040><c> area</c> just change this to calculate the area just change this to calculate the area of<00:17:23.339><c> extension</c><00:17:23.760><c> steel</c><00:17:24.179><c> and</c><00:17:24.360><c> compression</c><00:17:24.720><c> steel</c> of extension steel and compression steel of extension steel and compression steel here<00:17:25.679><c> we</c><00:17:25.919><c> use</c><00:17:26.100><c> the</c><00:17:26.780><c> 2t25</c><00:17:27.780><c> for</c><00:17:28.079><c> the</c><00:17:28.260><c> compression</c> here we use the 2t25 for the compression here we use the 2t25 for the compression steel<00:17:29.040><c> and</c><00:17:29.700><c> 8025</c><00:17:30.540><c> for</c><00:17:30.780><c> the</c><00:17:30.960><c> tension</c><00:17:31.320><c> steer</c><00:17:31.740><c> and</c> steel and 8025 for the tension steer and steel and 8025 for the tension steer and this<00:17:31.980><c> is</c><00:17:32.040><c> a</c><00:17:32.220><c> is</c><00:17:32.640><c> supervised</c><00:17:33.299><c> and</c><00:17:33.600><c> is</c><00:17:33.980><c> provided</c> this is a is supervised and is provided this is a is supervised and is provided thank<00:17:35.940><c> you</c><00:17:36.059><c> for</c><00:17:36.419><c> watching</c><00:17:36.840><c> this</c><00:17:37.200><c> is</c><00:17:37.320><c> the</c><00:17:37.440><c> end</c> thank you for watching this is the end thank you for watching this is the end of<00:17:37.799><c> this</c><00:17:38.160><c> video</c><00:17:39.020><c> please</c><00:17:40.020><c> if</c><00:17:40.260><c> you</c><00:17:40.380><c> like</c><00:17:40.500><c> the</c> of this video please if you like the of this video please if you like the video<00:17:40.919><c> don't</c><00:17:41.340><c> forget</c><00:17:41.580><c> to</c><00:17:42.500><c> subscribe</c><00:17:43.500><c> share</c> video don't forget to subscribe share video don't forget to subscribe share and<00:17:45.240><c> click</c><00:17:45.539><c> the</c><00:17:45.720><c> Bell</c><00:17:45.900><c> to</c><00:17:46.080><c> receive</c><00:17:46.440><c> all</c> and click the Bell to receive all and click the Bell to receive all notification<00:17:47.640><c> thank</c><00:17:48.120><c> you</c><00:17:48.240><c> for</c><00:17:48.480><c> watching</c><00:17:48.900><c> and</c> notification thank you for watching and notification thank you for watching and see<00:17:49.559><c> you</c><00:17:49.740><c> in</c><00:17:50.160><c> a</c><00:17:50.940><c> coming</c><00:17:51.240><c> video</c><00:17:51.900><c> goodbye</c>
9	wmeIHITrpzY	Shear Design in Reinforced Concrete (RC) Beams - How to design for Shear Reinforcement	https://www.youtube.com/watch?v=wmeIHITrpzY	Shear_Design_in_Reinforced_Concrete_RC_Beams_-_How_to_design_for_Shear_Reinforcement.en.vtt	good<00:00:00.199><c> morning</c><00:00:00.799><c> everyone</c><00:00:01.480><c> this</c><00:00:01.599><c> is</c><00:00:01.839><c> Dr</c><00:00:02.120><c> Sharif</c> good morning everyone this is Dr Sharif good morning everyone this is Dr Sharif and<00:00:02.960><c> today</c><00:00:03.240><c> we</c><00:00:03.360><c> are</c><00:00:03.560><c> going</c><00:00:03.760><c> to</c><00:00:04.000><c> start</c><00:00:04.359><c> a</c><00:00:04.560><c> new</c> and today we are going to start a new and today we are going to start a new video<00:00:05.319><c> about</c><00:00:05.960><c> design</c><00:00:06.560><c> of</c><00:00:07.120><c> sheare</c> video about design of sheare video about design of sheare reinforcement<00:00:08.240><c> and</c><00:00:08.360><c> reinforced</c><00:00:08.960><c> concrete</c> reinforcement and reinforced concrete reinforcement and reinforced concrete beams<00:00:10.840><c> uh</c><00:00:11.200><c> I'd</c><00:00:11.400><c> like</c><00:00:11.599><c> to</c><00:00:11.759><c> welcome</c><00:00:12.160><c> all</c><00:00:12.360><c> of</c><00:00:12.519><c> you</c> beams uh I'd like to welcome all of you beams uh I'd like to welcome all of you in<00:00:13.200><c> the</c><00:00:13.400><c> concrete</c><00:00:13.799><c> design</c><00:00:14.160><c> course</c><00:00:14.480><c> it</c><00:00:14.599><c> was</c> in the concrete design course it was in the concrete design course it was long<00:00:15.160><c> time</c><00:00:15.480><c> since</c><00:00:15.839><c> I</c><00:00:16.080><c> did</c><00:00:16.279><c> my</c><00:00:16.480><c> last</c><00:00:16.720><c> videos</c> long time since I did my last videos long time since I did my last videos about<00:00:17.359><c> reinforced</c><00:00:17.960><c> concrete</c><00:00:18.520><c> and</c><00:00:18.720><c> I'm</c><00:00:18.880><c> coming</c> about reinforced concrete and I'm coming about reinforced concrete and I'm coming back<00:00:19.480><c> now</c><00:00:19.760><c> with</c><00:00:20.160><c> the</c><00:00:21.160><c> uh</c><00:00:21.320><c> design</c><00:00:21.640><c> for</c><00:00:21.840><c> Shear</c><00:00:22.160><c> in</c> back now with the uh design for Shear in back now with the uh design for Shear in reinforced<00:00:22.800><c> concrete</c><00:00:23.680><c> beams</c><00:00:24.680><c> uh</c><00:00:24.840><c> within</c><00:00:25.279><c> this</c> reinforced concrete beams uh within this reinforced concrete beams uh within this video<00:00:25.720><c> we'll</c><00:00:25.920><c> be</c><00:00:26.080><c> learning</c><00:00:26.519><c> how</c><00:00:26.679><c> to</c><00:00:26.880><c> design</c> video we'll be learning how to design video we'll be learning how to design for<00:00:28.160><c> uh</c><00:00:28.400><c> Shear</c><00:00:28.960><c> reinforcement</c><00:00:30.199><c> which</c><00:00:30.359><c> are</c> for uh Shear reinforcement which are for uh Shear reinforcement which are steer<00:00:30.960><c> UPS</c><00:00:31.240><c> or</c><00:00:31.640><c> links</c><00:00:32.640><c> and</c><00:00:32.840><c> how</c><00:00:32.960><c> to</c><00:00:33.160><c> get</c><00:00:33.320><c> all</c> steer UPS or links and how to get all steer UPS or links and how to get all requirements<00:00:34.760><c> uh</c><00:00:34.920><c> from</c><00:00:35.559><c> the</c> requirements uh from the requirements uh from the code<00:00:38.239><c> uh</c><00:00:38.600><c> as</c><00:00:38.719><c> you</c><00:00:38.840><c> know</c><00:00:39.040><c> loads</c><00:00:39.360><c> on</c><00:00:39.600><c> beams</c><00:00:40.000><c> we</c> code uh as you know loads on beams we code uh as you know loads on beams we have<00:00:40.600><c> it</c><00:00:40.719><c> will</c><00:00:40.920><c> result</c><00:00:41.280><c> in</c><00:00:41.520><c> some</c><00:00:41.760><c> sheer</c><00:00:42.079><c> forces</c> have it will result in some sheer forces have it will result in some sheer forces and<00:00:42.800><c> also</c><00:00:43.120><c> like</c><00:00:43.320><c> bending</c><00:00:44.120><c> moments</c><00:00:45.120><c> okay</c><00:00:45.719><c> the</c> and also like bending moments okay the and also like bending moments okay the sheer<00:00:46.160><c> force</c><00:00:46.480><c> will</c><00:00:46.680><c> result</c><00:00:47.000><c> in</c><00:00:47.120><c> sheer</c> sheer force will result in sheer sheer force will result in sheer stresses<00:00:48.039><c> as</c><00:00:48.199><c> as</c><00:00:48.320><c> you</c><00:00:48.440><c> can</c><00:00:48.600><c> see</c><00:00:48.920><c> here</c><00:00:49.160><c> this</c><00:00:49.280><c> is</c> stresses as as you can see here this is stresses as as you can see here this is a<00:00:49.559><c> reaction</c><00:00:50.000><c> and</c><00:00:50.160><c> then</c><00:00:50.280><c> you</c><00:00:50.360><c> will</c><00:00:50.600><c> have</c><00:00:50.800><c> a</c> a reaction and then you will have a a reaction and then you will have a sheer<00:00:51.879><c> force</c><00:00:52.359><c> here</c><00:00:52.600><c> the</c><00:00:52.719><c> sheer</c><00:00:53.039><c> stresses</c><00:00:53.640><c> this</c> sheer force here the sheer stresses this sheer force here the sheer stresses this is<00:00:53.960><c> the</c><00:00:54.120><c> she</c><00:00:54.520><c> stress</c><00:00:54.840><c> distribution</c><00:00:55.480><c> in</c><00:00:55.800><c> the</c> is the she stress distribution in the is the she stress distribution in the cross-section<00:00:57.480><c> and</c><00:00:57.600><c> for</c><00:00:57.800><c> the</c><00:00:57.960><c> bending</c> cross-section and for the bending cross-section and for the bending moments<00:00:58.719><c> will</c><00:00:58.920><c> result</c><00:00:59.320><c> in</c><00:00:59.559><c> something</c><00:01:00.399><c> forces</c> moments will result in something forces moments will result in something forces and<00:01:00.920><c> compression</c><00:01:01.399><c> forces</c><00:01:01.879><c> on</c><00:01:02.559><c> the</c> and compression forces on the and compression forces on the cross-section<00:01:03.600><c> which</c><00:01:03.800><c> will</c><00:01:03.960><c> be</c><00:01:04.199><c> compression</c> cross-section which will be compression cross-section which will be compression at<00:01:05.000><c> the</c><00:01:05.199><c> top</c><00:01:05.479><c> and</c><00:01:06.119><c> at</c><00:01:06.240><c> the</c><00:01:06.360><c> middle</c><00:01:06.760><c> of</c><00:01:06.920><c> the</c><00:01:07.080><c> beam</c> at the top and at the middle of the beam at the top and at the middle of the beam and<00:01:07.799><c> tension</c><00:01:08.680><c> at</c><00:01:08.840><c> the</c><00:01:09.000><c> bottom</c><00:01:09.360><c> part</c><00:01:09.560><c> of</c><00:01:09.680><c> the</c> and tension at the bottom part of the and tension at the bottom part of the middle<00:01:10.119><c> of</c><00:01:10.240><c> the</c><00:01:10.360><c> beam</c><00:01:11.240><c> we</c><00:01:11.439><c> had</c><00:01:11.960><c> like</c><00:01:12.159><c> several</c> middle of the beam we had like several middle of the beam we had like several videos<00:01:13.040><c> about</c><00:01:13.520><c> designing</c><00:01:14.000><c> for</c><00:01:14.280><c> bending</c> videos about designing for bending videos about designing for bending moment<00:01:15.080><c> and</c><00:01:15.280><c> within</c><00:01:15.560><c> this</c><00:01:15.720><c> video</c><00:01:16.040><c> we'll</c><00:01:16.200><c> be</c> moment and within this video we'll be moment and within this video we'll be learning<00:01:16.720><c> how</c><00:01:16.840><c> to</c><00:01:17.040><c> design</c><00:01:17.400><c> for</c> learning how to design for learning how to design for Shear<00:01:20.799><c> uh</c><00:01:21.040><c> Shear</c><00:01:21.840><c> failure</c><00:01:22.439><c> is</c><00:01:22.759><c> very</c><00:01:23.439><c> brittle</c> Shear uh Shear failure is very brittle Shear uh Shear failure is very brittle failure<00:01:24.320><c> compared</c><00:01:24.759><c> to</c><00:01:25.360><c> uh</c><00:01:25.560><c> the</c><00:01:25.799><c> flexal</c> failure compared to uh the flexal failure compared to uh the flexal failure<00:01:27.280><c> so</c><00:01:27.600><c> when</c><00:01:27.759><c> we</c><00:01:27.960><c> design</c><00:01:28.479><c> we</c><00:01:28.720><c> have</c><00:01:28.880><c> to</c><00:01:29.680><c> uh</c> failure so when we design we have to uh failure so when we design we have to uh uh<00:01:31.960><c> prevent</c><00:01:32.560><c> any</c><00:01:32.840><c> sheer</c><00:01:33.280><c> failure</c><00:01:33.880><c> when</c><00:01:34.040><c> we</c> uh prevent any sheer failure when we uh prevent any sheer failure when we design<00:01:34.640><c> for</c><00:01:35.560><c> uh</c> design for uh design for uh beams<00:01:37.320><c> and</c><00:01:38.200><c> uh</c><00:01:38.520><c> because</c><00:01:38.759><c> it</c><00:01:38.840><c> is</c><00:01:38.960><c> a</c><00:01:39.119><c> Vari</c> beams and uh because it is a Vari beams and uh because it is a Vari failure<00:01:39.880><c> so</c><00:01:40.000><c> when</c><00:01:40.119><c> you</c><00:01:40.320><c> design</c><00:01:41.200><c> a</c><00:01:41.360><c> beam</c><00:01:41.880><c> you</c> failure so when you design a beam you failure so when you design a beam you want<00:01:42.680><c> this</c><00:01:42.840><c> beam</c><00:01:43.079><c> to</c><00:01:43.200><c> fail</c><00:01:43.399><c> in</c><00:01:43.560><c> flexure</c><00:01:44.119><c> before</c> want this beam to fail in flexure before want this beam to fail in flexure before it<00:01:44.920><c> fails</c><00:01:45.280><c> in</c><00:01:45.880><c> Shear</c><00:01:46.240><c> so</c><00:01:46.399><c> you</c><00:01:46.520><c> need</c><00:01:46.719><c> the</c><00:01:46.840><c> flexal</c> it fails in Shear so you need the flexal it fails in Shear so you need the flexal capacity<00:01:47.799><c> of</c><00:01:47.880><c> the</c><00:01:48.040><c> beam</c><00:01:48.280><c> to</c><00:01:48.399><c> be</c><00:01:48.600><c> greater</c><00:01:49.000><c> than</c> capacity of the beam to be greater than capacity of the beam to be greater than the<00:01:50.439><c> uh</c><00:01:50.640><c> sheer</c><00:01:51.119><c> capacity</c><00:01:51.560><c> of</c><00:01:51.759><c> the</c><00:01:52.759><c> uh</c><00:01:53.280><c> beam</c><00:01:54.280><c> so</c> the uh sheer capacity of the uh beam so the uh sheer capacity of the uh beam so the<00:01:54.840><c> sheer</c><00:01:55.240><c> strength</c><00:01:55.640><c> should</c><00:01:55.880><c> be</c><00:01:56.079><c> greater</c> the sheer strength should be greater the sheer strength should be greater than<00:01:56.600><c> the</c><00:01:56.759><c> flexure</c><00:01:57.719><c> uh</c><00:01:58.439><c> strength</c><00:01:59.439><c> and</c> than the flexure uh strength and than the flexure uh strength and uh<00:02:00.560><c> Shear</c><00:02:01.000><c> is</c><00:02:01.240><c> resisted</c><00:02:01.840><c> by</c><00:02:02.159><c> two</c><00:02:02.439><c> things</c><00:02:02.880><c> like</c> uh Shear is resisted by two things like uh Shear is resisted by two things like concrete<00:02:03.680><c> and</c><00:02:03.880><c> Shear</c><00:02:04.399><c> reinforcement</c><00:02:05.399><c> and</c> concrete and Shear reinforcement and concrete and Shear reinforcement and usually<00:02:05.920><c> the</c><00:02:06.039><c> shear</c><00:02:06.280><c> reinforcement</c><00:02:07.000><c> will</c><00:02:07.159><c> be</c> usually the shear reinforcement will be usually the shear reinforcement will be steups<00:02:08.360><c> or</c> steups or steups or links<00:02:11.160><c> so</c><00:02:11.480><c> if</c><00:02:11.640><c> we</c><00:02:11.840><c> have</c><00:02:12.239><c> a</c><00:02:12.400><c> beam</c><00:02:12.720><c> like</c><00:02:12.959><c> this</c> links so if we have a beam like this links so if we have a beam like this under<00:02:13.400><c> two</c><00:02:13.680><c> concentrated</c><00:02:14.319><c> loads</c><00:02:14.720><c> simply</c> under two concentrated loads simply under two concentrated loads simply supported<00:02:15.680><c> beam</c><00:02:16.640><c> and</c><00:02:16.879><c> then</c><00:02:17.400><c> uh</c><00:02:17.480><c> we</c><00:02:17.680><c> draw</c><00:02:17.920><c> the</c> supported beam and then uh we draw the supported beam and then uh we draw the shear<00:02:18.280><c> and</c><00:02:18.440><c> the</c><00:02:18.640><c> moment</c><00:02:19.440><c> so</c><00:02:19.680><c> this</c><00:02:19.840><c> will</c><00:02:20.000><c> be</c><00:02:20.120><c> the</c> shear and the moment so this will be the shear and the moment so this will be the sheer<00:02:20.519><c> force</c><00:02:20.840><c> diagram</c><00:02:21.360><c> you</c><00:02:21.560><c> have</c><00:02:21.959><c> this</c><00:02:22.239><c> part</c> sheer force diagram you have this part sheer force diagram you have this part it<00:02:22.879><c> will</c><00:02:23.080><c> be</c><00:02:23.239><c> with</c><00:02:23.360><c> a</c><00:02:23.680><c> Shear</c><00:02:24.680><c> uh</c><00:02:24.800><c> Force</c><00:02:25.200><c> Shear</c> it will be with a Shear uh Force Shear it will be with a Shear uh Force Shear span<00:02:26.040><c> we</c><00:02:26.160><c> call</c><00:02:26.280><c> it</c><00:02:26.400><c> Shear</c><00:02:26.720><c> ban</c><00:02:27.000><c> because</c><00:02:27.160><c> we</c> span we call it Shear ban because we span we call it Shear ban because we have<00:02:27.360><c> the</c><00:02:27.480><c> sheer</c><00:02:27.720><c> force</c><00:02:28.080><c> at</c><00:02:28.239><c> the</c><00:02:28.360><c> middle</c><00:02:28.720><c> part</c> have the sheer force at the middle part have the sheer force at the middle part if<00:02:29.920><c> the</c><00:02:30.000><c> loads</c><00:02:30.280><c> are</c><00:02:30.560><c> symmetric</c><00:02:31.560><c> there</c><00:02:31.680><c> is</c><00:02:31.879><c> no</c> if the loads are symmetric there is no if the loads are symmetric there is no Shear<00:02:32.400><c> force</c><00:02:32.800><c> and</c><00:02:32.959><c> then</c><00:02:33.080><c> you</c><00:02:33.239><c> have</c><00:02:33.720><c> again</c><00:02:34.040><c> a</c> Shear force and then you have again a Shear force and then you have again a Shear<00:02:34.519><c> Force</c><00:02:34.959><c> at</c><00:02:35.120><c> the</c><00:02:35.280><c> end</c><00:02:35.480><c> of</c><00:02:35.680><c> The</c><00:02:36.160><c> Beam</c><00:02:37.000><c> for</c> Shear Force at the end of The Beam for Shear Force at the end of The Beam for the<00:02:37.440><c> bending</c><00:02:37.720><c> moment</c><00:02:38.120><c> this</c><00:02:38.319><c> showing</c><00:02:38.599><c> the</c> the bending moment this showing the the bending moment this showing the bending<00:02:39.080><c> moment</c><00:02:39.519><c> diagram</c><00:02:40.000><c> it's</c><00:02:40.120><c> a</c><00:02:40.280><c> positive</c> bending moment diagram it's a positive bending moment diagram it's a positive moment<00:02:41.959><c> and</c><00:02:42.200><c> therefore</c><00:02:42.640><c> let's</c><00:02:42.879><c> draw</c><00:02:43.159><c> the</c><00:02:43.280><c> beam</c> moment and therefore let's draw the beam moment and therefore let's draw the beam and<00:02:43.680><c> see</c><00:02:43.920><c> how</c><00:02:44.040><c> it</c><00:02:44.159><c> will</c><00:02:44.319><c> be</c><00:02:44.519><c> the</c><00:02:45.280><c> stresses</c><00:02:45.879><c> and</c> and see how it will be the stresses and and see how it will be the stresses and the<00:02:46.200><c> cracking</c><00:02:46.640><c> due</c><00:02:46.879><c> to</c><00:02:47.040><c> the</c><00:02:47.239><c> combination</c><00:02:47.800><c> of</c> the cracking due to the combination of the cracking due to the combination of shear<00:02:48.360><c> and</c><00:02:48.560><c> bending</c><00:02:48.920><c> moment</c><00:02:49.239><c> so</c><00:02:49.400><c> if</c><00:02:49.519><c> we</c><00:02:49.680><c> have</c><00:02:50.480><c> a</c> shear and bending moment so if we have a shear and bending moment so if we have a beam<00:02:50.959><c> like</c><00:02:51.200><c> this</c><00:02:51.360><c> one</c><00:02:52.360><c> and</c><00:02:52.519><c> if</c><00:02:52.640><c> we</c><00:02:52.800><c> take</c><00:02:53.000><c> a</c> beam like this one and if we take a beam like this one and if we take a small<00:02:53.560><c> section</c><00:02:54.040><c> of</c><00:02:54.159><c> the</c><00:02:54.319><c> beam</c><00:02:54.680><c> here</c><00:02:55.159><c> at</c><00:02:55.560><c> this</c> small section of the beam here at this small section of the beam here at this middle<00:02:56.480><c> part</c><00:02:57.280><c> you</c><00:02:57.360><c> will</c><00:02:57.560><c> see</c><00:02:57.840><c> that</c><00:02:58.080><c> at</c><00:02:58.280><c> this</c> middle part you will see that at this middle part you will see that at this middle<00:02:58.800><c> section</c><00:02:59.159><c> of</c><00:02:59.280><c> the</c><00:02:59.400><c> beam</c><00:02:59.599><c> we</c><00:02:59.680><c> have</c><00:02:59.879><c> have</c> middle section of the beam we have have middle section of the beam we have have only<00:03:00.200><c> bending</c><00:03:00.560><c> moment</c><00:03:00.920><c> no</c><00:03:01.080><c> Shear</c><00:03:01.480><c> forces</c><00:03:02.000><c> at</c> only bending moment no Shear forces at only bending moment no Shear forces at all<00:03:02.400><c> in</c><00:03:02.519><c> the</c><00:03:02.640><c> middle</c><00:03:03.000><c> part</c><00:03:03.239><c> of</c><00:03:03.360><c> the</c><00:03:03.519><c> beam</c><00:03:04.280><c> so</c> all in the middle part of the beam so all in the middle part of the beam so the<00:03:05.159><c> shear</c><00:03:05.720><c> the</c><00:03:05.959><c> bending</c><00:03:06.319><c> moment</c><00:03:06.720><c> here</c><00:03:06.879><c> will</c> the shear the bending moment here will the shear the bending moment here will result<00:03:07.400><c> in</c><00:03:07.599><c> tensile</c><00:03:08.120><c> forces</c><00:03:08.560><c> at</c><00:03:08.720><c> the</c><00:03:08.840><c> bottom</c> result in tensile forces at the bottom result in tensile forces at the bottom of<00:03:09.239><c> the</c><00:03:09.400><c> beam</c><00:03:09.720><c> this</c><00:03:09.840><c> will</c><00:03:10.040><c> result</c><00:03:10.400><c> in</c><00:03:10.519><c> a</c> of the beam this will result in a of the beam this will result in a tension<00:03:11.239><c> force</c><00:03:12.239><c> and</c><00:03:12.440><c> as</c><00:03:12.560><c> you</c><00:03:12.680><c> know</c><00:03:12.840><c> the</c> tension force and as you know the tension force and as you know the concrete<00:03:13.360><c> is</c><00:03:13.519><c> weak</c><00:03:13.720><c> in</c><00:03:13.879><c> tension</c><00:03:14.360><c> therefore</c><00:03:14.760><c> if</c> concrete is weak in tension therefore if concrete is weak in tension therefore if we<00:03:15.000><c> have</c><00:03:15.120><c> a</c><00:03:15.280><c> crack</c><00:03:15.599><c> the</c><00:03:15.799><c> crack</c><00:03:16.080><c> will</c><00:03:16.239><c> be</c> we have a crack the crack will be we have a crack the crack will be perpendicular<00:03:17.120><c> to</c><00:03:17.280><c> the</c><00:03:17.760><c> tension</c><00:03:18.159><c> force</c><00:03:18.519><c> and</c> perpendicular to the tension force and perpendicular to the tension force and therefore<00:03:19.239><c> this</c><00:03:19.400><c> will</c><00:03:19.560><c> be</c><00:03:19.720><c> the</c><00:03:19.920><c> crack</c><00:03:20.840><c> let's</c> therefore this will be the crack let's therefore this will be the crack let's repeat<00:03:21.519><c> this</c><00:03:21.760><c> again</c><00:03:22.040><c> but</c><00:03:22.200><c> we'll</c><00:03:22.440><c> take</c><00:03:22.680><c> another</c> repeat this again but we'll take another repeat this again but we'll take another section<00:03:23.480><c> which</c><00:03:23.640><c> is</c><00:03:24.360><c> close</c><00:03:24.680><c> to</c><00:03:24.840><c> the</c><00:03:25.000><c> end</c><00:03:25.560><c> this</c> section which is close to the end this section which is close to the end this is<00:03:25.920><c> mainly</c><00:03:26.599><c> be</c><00:03:27.200><c> subjected</c><00:03:27.680><c> to</c><00:03:27.799><c> sheer</c><00:03:28.120><c> forces</c> is mainly be subjected to sheer forces is mainly be subjected to sheer forces and<00:03:28.680><c> the</c><00:03:28.799><c> moment</c><00:03:29.080><c> is</c><00:03:29.280><c> almost</c><00:03:29.560><c> Z</c><00:03:30.040><c> at</c><00:03:30.239><c> this</c><00:03:30.439><c> point</c> and the moment is almost Z at this point and the moment is almost Z at this point let's<00:03:31.480><c> see</c><00:03:31.760><c> also</c><00:03:32.080><c> how</c><00:03:32.239><c> much</c><00:03:32.439><c> it</c><00:03:32.519><c> will</c><00:03:32.680><c> be</c><00:03:32.840><c> the</c> let's see also how much it will be the let's see also how much it will be the stresses<00:03:33.640><c> here</c><00:03:34.360><c> first</c><00:03:34.599><c> of</c><00:03:34.799><c> all</c><00:03:35.159><c> we</c><00:03:35.280><c> will</c><00:03:35.640><c> have</c> stresses here first of all we will have stresses here first of all we will have a<00:03:36.760><c> sheer</c><00:03:37.080><c> force</c><00:03:37.519><c> in</c><00:03:37.760><c> the</c><00:03:38.159><c> vertical</c><00:03:38.799><c> direction</c> a sheer force in the vertical direction a sheer force in the vertical direction from<00:03:39.640><c> left</c><00:03:39.959><c> side</c><00:03:40.239><c> going</c><00:03:40.599><c> up</c><00:03:41.439><c> and</c><00:03:41.720><c> therefore</c><00:03:42.120><c> we</c> from left side going up and therefore we from left side going up and therefore we will<00:03:42.439><c> have</c><00:03:42.680><c> a</c><00:03:42.920><c> Shear</c><00:03:43.159><c> in</c><00:03:43.360><c> the</c><00:03:44.360><c> uh</c><00:03:44.519><c> going</c><00:03:44.879><c> down</c> will have a Shear in the uh going down will have a Shear in the uh going down from<00:03:45.439><c> the</c><00:03:45.840><c> right</c><00:03:46.280><c> direction</c><00:03:46.959><c> and</c><00:03:47.200><c> also</c><00:03:47.480><c> we'll</c> from the right direction and also we'll from the right direction and also we'll have<00:03:47.920><c> horizontal</c><00:03:48.480><c> Shear</c><00:03:49.480><c> the</c><00:03:49.879><c> two</c><00:03:50.519><c> heads</c><00:03:50.840><c> will</c> have horizontal Shear the two heads will have horizontal Shear the two heads will be<00:03:51.239><c> the</c><00:03:51.439><c> same</c><00:03:51.760><c> direction</c><00:03:52.319><c> and</c><00:03:52.480><c> two</c><00:03:52.680><c> heads</c><00:03:52.959><c> here</c> be the same direction and two heads here be the same direction and two heads here will<00:03:53.200><c> be</c><00:03:53.400><c> same</c><00:03:53.599><c> direction</c><00:03:54.159><c> and</c><00:03:54.360><c> therefore</c><00:03:54.760><c> at</c> will be same direction and therefore at will be same direction and therefore at the<00:03:55.040><c> end</c><00:03:55.599><c> you</c><00:03:55.720><c> will</c><00:03:56.000><c> have</c><00:03:56.239><c> a</c><00:03:56.400><c> diagonal</c><00:03:56.879><c> tension</c> the end you will have a diagonal tension the end you will have a diagonal tension force<00:03:58.079><c> we</c><00:03:58.239><c> call</c><00:03:58.400><c> it</c><00:03:58.560><c> diagonal</c><00:03:59.079><c> because</c><00:03:59.280><c> it's</c><00:03:59.400><c> a</c> force we call it diagonal because it's a force we call it diagonal because it's a Direction<00:04:00.720><c> so</c><00:04:00.879><c> I</c><00:04:00.959><c> have</c><00:04:01.120><c> diagonal</c><00:04:01.519><c> tension</c> Direction so I have diagonal tension Direction so I have diagonal tension force<00:04:02.840><c> going</c><00:04:03.239><c> from</c><00:04:03.480><c> this</c><00:04:03.720><c> point</c><00:04:04.079><c> and</c><00:04:04.280><c> also</c><00:04:04.599><c> out</c> force going from this point and also out force going from this point and also out from<00:04:05.439><c> the</c><00:04:05.599><c> other</c><00:04:06.599><c> side</c><00:04:07.040><c> here</c><00:04:07.599><c> and</c><00:04:07.879><c> therefore</c> from the other side here and therefore from the other side here and therefore if<00:04:08.519><c> we</c><00:04:08.640><c> have</c><00:04:08.760><c> a</c><00:04:08.920><c> crack</c><00:04:09.239><c> here</c><00:04:09.400><c> the</c><00:04:09.599><c> crack</c><00:04:09.840><c> will</c> if we have a crack here the crack will if we have a crack here the crack will be<00:04:10.400><c> bicular</c><00:04:10.920><c> to</c><00:04:11.360><c> the</c><00:04:12.360><c> uh</c><00:04:13.159><c> inil</c><00:04:13.760><c> stresses</c><00:04:14.200><c> or</c> be bicular to the uh inil stresses or be bicular to the uh inil stresses or the<00:04:14.519><c> diagonal</c><00:04:14.959><c> tension</c><00:04:15.400><c> and</c><00:04:15.599><c> therefore</c><00:04:16.000><c> in</c> the diagonal tension and therefore in the diagonal tension and therefore in this<00:04:16.440><c> case</c><00:04:17.160><c> the</c><00:04:17.359><c> crack</c><00:04:17.680><c> will</c><00:04:17.880><c> be</c><00:04:18.160><c> at</c><00:04:18.799><c> a</c><00:04:18.959><c> 45</c> this case the crack will be at a 45 this case the crack will be at a 45 degree<00:04:20.400><c> so</c><00:04:20.680><c> at</c><00:04:20.840><c> the</c><00:04:20.959><c> middle</c><00:04:21.320><c> part</c><00:04:21.560><c> of</c><00:04:21.720><c> the</c><00:04:21.959><c> beer</c> degree so at the middle part of the beer degree so at the middle part of the beer the<00:04:22.440><c> beam</c><00:04:22.759><c> which</c><00:04:23.040><c> is</c><00:04:24.040><c> subject</c><00:04:24.440><c> to</c><00:04:24.639><c> only</c> the beam which is subject to only the beam which is subject to only bending<00:04:25.320><c> moment</c><00:04:25.880><c> the</c><00:04:26.280><c> cracks</c><00:04:26.639><c> will</c><00:04:26.800><c> be</c> bending moment the cracks will be bending moment the cracks will be vertical<00:04:27.520><c> cracks</c><00:04:28.400><c> and</c><00:04:28.639><c> at</c><00:04:28.800><c> the</c><00:04:28.960><c> end</c><00:04:29.160><c> of</c><00:04:29.320><c> the</c> vertical cracks and at the end of the vertical cracks and at the end of the beam<00:04:29.880><c> we</c><00:04:30.039><c> expect</c><00:04:30.400><c> to</c><00:04:30.639><c> have</c><00:04:31.639><c> a</c><00:04:31.800><c> diagonal</c><00:04:32.320><c> crack</c> beam we expect to have a diagonal crack beam we expect to have a diagonal crack at<00:04:32.960><c> about</c> at about at about 45°<00:04:35.120><c> in</c><00:04:35.320><c> between</c><00:04:36.080><c> if</c><00:04:36.199><c> you</c><00:04:36.360><c> have</c><00:04:36.479><c> a</c><00:04:36.639><c> section</c> 45° in between if you have a section 45° in between if you have a section here<00:04:37.280><c> at</c><00:04:37.479><c> the</c><00:04:37.680><c> middle</c><00:04:38.160><c> like</c><00:04:38.759><c> the</c><00:04:38.880><c> shear</c><00:04:39.360><c> ban</c> here at the middle like the shear ban here at the middle like the shear ban where<00:04:39.880><c> you</c><00:04:40.080><c> have</c><00:04:41.000><c> a</c><00:04:41.320><c> Shear</c><00:04:41.680><c> force</c><00:04:42.080><c> and</c><00:04:42.280><c> also</c> where you have a Shear force and also where you have a Shear force and also you<00:04:42.720><c> have</c><00:04:43.320><c> a</c><00:04:43.479><c> bending</c><00:04:43.880><c> moment</c><00:04:44.280><c> so</c><00:04:44.600><c> therefore</c> you have a bending moment so therefore you have a bending moment so therefore you<00:04:45.160><c> will</c><00:04:45.400><c> have</c><00:04:46.240><c> tension</c><00:04:46.720><c> due</c><00:04:46.919><c> to</c><00:04:47.039><c> bending</c> you will have tension due to bending you will have tension due to bending moment<00:04:47.840><c> and</c><00:04:47.960><c> then</c><00:04:48.160><c> also</c><00:04:48.360><c> you</c><00:04:48.520><c> have</c><00:04:48.680><c> some</c><00:04:48.840><c> sheer</c> moment and then also you have some sheer moment and then also you have some sheer stresses<00:04:50.440><c> and</c><00:04:50.720><c> the</c><00:04:50.960><c> resultant</c><00:04:51.520><c> will</c><00:04:51.720><c> be</c><00:04:51.960><c> from</c> stresses and the resultant will be from stresses and the resultant will be from this<00:04:52.600><c> force</c><00:04:53.160><c> and</c><00:04:53.400><c> that</c><00:04:53.520><c> force</c><00:04:54.039><c> will</c><00:04:54.199><c> be</c> this force and that force will be this force and that force will be something<00:04:54.840><c> in</c><00:04:55.120><c> between</c><00:04:55.960><c> so</c><00:04:56.280><c> this</c><00:04:56.440><c> will</c><00:04:56.600><c> be</c><00:04:56.759><c> the</c> something in between so this will be the something in between so this will be the resultant<00:04:57.520><c> or</c><00:04:58.160><c> the</c><00:04:58.360><c> principal</c><00:04:59.000><c> tensil</c> resultant or the principal tensil resultant or the principal tensil stresses<00:05:01.479><c> and</c><00:05:01.720><c> here's</c><00:05:01.919><c> the</c><00:05:02.080><c> principal</c><00:05:02.440><c> Ile</c> stresses and here's the principal Ile stresses and here's the principal Ile stresses<00:05:03.360><c> coming</c><00:05:03.680><c> from</c><00:05:03.960><c> combination</c><00:05:04.639><c> between</c> stresses coming from combination between stresses coming from combination between sheer<00:05:05.320><c> stresses</c><00:05:05.919><c> and</c><00:05:06.160><c> bending</c><00:05:06.639><c> moment</c><00:05:07.639><c> uh</c><00:05:08.360><c> or</c> sheer stresses and bending moment uh or sheer stresses and bending moment uh or stresses<00:05:09.120><c> coming</c><00:05:09.320><c> from</c><00:05:09.479><c> the</c><00:05:09.639><c> bending</c><00:05:09.960><c> moment</c> stresses coming from the bending moment stresses coming from the bending moment and<00:05:10.639><c> therefore</c><00:05:11.479><c> any</c><00:05:11.759><c> crack</c><00:05:12.120><c> here</c><00:05:12.320><c> will</c><00:05:12.479><c> be</c> and therefore any crack here will be and therefore any crack here will be perpendicular<00:05:13.360><c> to</c><00:05:13.520><c> the</c><00:05:13.639><c> tension</c><00:05:14.039><c> force</c><00:05:14.600><c> and</c> perpendicular to the tension force and perpendicular to the tension force and therefore<00:05:15.320><c> this</c><00:05:15.440><c> will</c><00:05:15.680><c> be</c><00:05:15.800><c> the</c><00:05:16.000><c> crack</c><00:05:16.280><c> so</c><00:05:16.400><c> you</c> therefore this will be the crack so you therefore this will be the crack so you can<00:05:16.680><c> see</c><00:05:17.000><c> that</c><00:05:17.759><c> the</c><00:05:17.960><c> crack</c><00:05:18.240><c> at</c><00:05:18.360><c> the</c><00:05:18.520><c> middle</c> can see that the crack at the middle can see that the crack at the middle part<00:05:19.160><c> is</c><00:05:19.440><c> almost</c> part is almost part is almost vertical<00:05:21.720><c> and</c><00:05:22.160><c> starting</c><00:05:22.680><c> when</c><00:05:22.840><c> you</c><00:05:22.960><c> go</c><00:05:23.120><c> to</c><00:05:23.319><c> the</c> vertical and starting when you go to the vertical and starting when you go to the support<00:05:24.520><c> it</c><00:05:24.639><c> will</c><00:05:24.919><c> start</c><00:05:25.440><c> getting</c><00:05:25.960><c> inclined</c> support it will start getting inclined support it will start getting inclined more<00:05:27.120><c> more</c><00:05:27.520><c> until</c><00:05:27.880><c> it</c><00:05:28.000><c> will</c><00:05:28.160><c> be</c><00:05:28.400><c> about</c><00:05:28.680><c> 45°</c> more more until it will be about 45° more more until it will be about 45° at<00:05:30.800><c> the</c><00:05:31.000><c> support</c><00:05:31.560><c> because</c><00:05:31.919><c> here</c><00:05:32.160><c> it</c><00:05:32.280><c> is</c><00:05:32.479><c> only</c> at the support because here it is only at the support because here it is only sheer<00:05:33.160><c> force</c><00:05:34.000><c> and</c><00:05:34.199><c> at</c><00:05:34.319><c> the</c><00:05:34.479><c> middle</c><00:05:34.800><c> part</c><00:05:35.000><c> it's</c> sheer force and at the middle part it's sheer force and at the middle part it's only<00:05:35.479><c> attention</c><00:05:36.479><c> Force</c><00:05:37.479><c> this</c><00:05:37.720><c> can</c><00:05:37.880><c> be</c> only attention Force this can be only attention Force this can be summarized<00:05:38.680><c> in</c><00:05:38.960><c> the</c><00:05:39.160><c> principal</c><00:05:39.560><c> tension</c> summarized in the principal tension summarized in the principal tension stresses<00:05:40.319><c> of</c><00:05:40.479><c> the</c><00:05:40.600><c> beam</c><00:05:40.919><c> this</c><00:05:41.039><c> is</c><00:05:41.160><c> showing</c><00:05:41.479><c> the</c> stresses of the beam this is showing the stresses of the beam this is showing the principal<00:05:42.039><c> tension</c><00:05:42.560><c> stresses</c><00:05:43.560><c> and</c><00:05:43.800><c> therefore</c> principal tension stresses and therefore principal tension stresses and therefore any<00:05:45.240><c> uh</c><00:05:45.680><c> crack</c><00:05:46.240><c> will</c><00:05:46.479><c> be</c><00:05:46.960><c> perpendicular</c><00:05:47.720><c> to</c> any uh crack will be perpendicular to any uh crack will be perpendicular to the<00:05:48.919><c> uh</c><00:05:49.080><c> principal</c><00:05:49.880><c> tension</c><00:05:50.319><c> stresses</c><00:05:50.840><c> at</c><00:05:50.960><c> the</c> the uh principal tension stresses at the the uh principal tension stresses at the middle<00:05:51.479><c> part</c><00:05:52.240><c> you</c><00:05:52.360><c> can</c><00:05:52.560><c> see</c><00:05:52.919><c> here</c><00:05:53.280><c> like</c><00:05:53.680><c> the</c><00:05:54.199><c> it</c> middle part you can see here like the it middle part you can see here like the it is<00:05:54.600><c> almost</c><00:05:55.600><c> horizontal</c><00:05:56.240><c> so</c><00:05:56.560><c> perpendicular</c><00:05:57.199><c> to</c> is almost horizontal so perpendicular to is almost horizontal so perpendicular to this<00:05:57.600><c> will</c><00:05:57.800><c> give</c><00:05:57.960><c> us</c><00:05:58.479><c> a</c><00:05:58.720><c> vertical</c><00:05:59.759><c> crack</c><00:06:00.479><c> at</c> this will give us a vertical crack at this will give us a vertical crack at the<00:06:01.000><c> middle</c><00:06:01.440><c> part</c><00:06:02.199><c> when</c><00:06:02.400><c> you</c><00:06:02.560><c> go</c><00:06:02.759><c> close</c><00:06:03.039><c> to</c><00:06:03.160><c> the</c> the middle part when you go close to the the middle part when you go close to the support<00:06:03.840><c> start</c><00:06:04.120><c> to</c><00:06:04.360><c> get</c><00:06:04.759><c> inclined</c><00:06:05.520><c> more</c> support start to get inclined more support start to get inclined more inclined<00:06:06.400><c> more</c><00:06:06.639><c> inclined</c><00:06:07.240><c> as</c><00:06:07.400><c> as</c><00:06:07.479><c> you</c><00:06:07.680><c> can</c><00:06:07.800><c> see</c> inclined more inclined as as you can see inclined more inclined as as you can see here<00:06:08.199><c> it</c><00:06:08.280><c> is</c><00:06:08.520><c> almost</c><00:06:08.919><c> perpendicular</c><00:06:09.680><c> to</c><00:06:10.639><c> the</c> here it is almost perpendicular to the here it is almost perpendicular to the principal<00:06:11.479><c> tensile</c><00:06:12.120><c> stresses</c><00:06:12.680><c> and</c><00:06:12.840><c> this</c><00:06:12.960><c> is</c> principal tensile stresses and this is principal tensile stresses and this is showing<00:06:13.520><c> the</c><00:06:13.759><c> cracks</c><00:06:14.120><c> in</c><00:06:14.360><c> a</c><00:06:14.479><c> reinforced</c> showing the cracks in a reinforced showing the cracks in a reinforced concrete<00:06:16.240><c> beam</c><00:06:16.639><c> under</c><00:06:17.120><c> flexure</c><00:06:17.680><c> and</c><00:06:17.880><c> Shear</c> concrete beam under flexure and Shear concrete beam under flexure and Shear stresses<00:06:19.400><c> so</c><00:06:19.680><c> they</c><00:06:19.840><c> are</c><00:06:20.120><c> always</c> stresses so they are always stresses so they are always perpendicular<00:06:21.120><c> to</c><00:06:21.280><c> the</c><00:06:21.800><c> principal</c><00:06:22.280><c> tension</c> perpendicular to the principal tension perpendicular to the principal tension stresses<00:06:23.919><c> let's</c><00:06:24.240><c> now</c><00:06:24.680><c> move</c><00:06:25.000><c> to</c><00:06:25.280><c> the</c><00:06:25.479><c> average</c> stresses let's now move to the average stresses let's now move to the average sheer sheer sheer stress<00:06:27.840><c> okay</c><00:06:28.720><c> the</c><00:06:28.919><c> experimental</c><00:06:29.599><c> results</c> stress okay the experimental results stress okay the experimental results showed<00:06:30.880><c> that</c><00:06:31.280><c> the</c><00:06:31.560><c> sheer</c><00:06:31.880><c> failure</c><00:06:32.319><c> usually</c> showed that the sheer failure usually showed that the sheer failure usually occur<00:06:33.039><c> at</c><00:06:33.199><c> a</c><00:06:33.360><c> diagonal</c><00:06:34.080><c> plane</c><00:06:35.080><c> uh</c><00:06:35.240><c> plan</c><00:06:35.720><c> of</c><00:06:36.680><c> 45°</c> occur at a diagonal plane uh plan of 45° occur at a diagonal plane uh plan of 45° so<00:06:37.960><c> if</c><00:06:38.080><c> we</c><00:06:38.199><c> have</c><00:06:38.319><c> a</c><00:06:38.400><c> sheer</c><00:06:38.720><c> failure</c><00:06:39.280><c> here</c><00:06:40.199><c> uh</c><00:06:40.319><c> we</c> so if we have a sheer failure here uh we so if we have a sheer failure here uh we can<00:06:40.680><c> assume</c><00:06:41.080><c> that</c><00:06:41.240><c> it</c><00:06:41.319><c> will</c><00:06:41.479><c> be</c><00:06:41.639><c> at</c><00:06:41.759><c> a</c><00:06:41.880><c> 45</c> can assume that it will be at a 45 can assume that it will be at a 45 degrees<00:06:43.520><c> so</c><00:06:43.800><c> if</c><00:06:44.080><c> this</c><00:06:44.360><c> distance</c><00:06:44.919><c> here</c><00:06:45.080><c> from</c> degrees so if this distance here from degrees so if this distance here from the<00:06:45.479><c> compression</c><00:06:45.960><c> side</c><00:06:46.240><c> to</c><00:06:46.360><c> the</c><00:06:46.479><c> center</c><00:06:46.800><c> of</c> the compression side to the center of the compression side to the center of the<00:06:47.080><c> tension</c><00:06:47.520><c> steel</c><00:06:47.960><c> is</c><00:06:48.400><c> distance</c><00:06:48.840><c> D</c><00:06:49.360><c> which</c><00:06:49.479><c> is</c> the tension steel is distance D which is the tension steel is distance D which is the<00:06:49.840><c> same</c><00:06:50.080><c> D</c><00:06:50.440><c> here</c><00:06:51.360><c> the</c><00:06:51.720><c> shear</c><00:06:52.240><c> plan</c><00:06:52.680><c> will</c><00:06:52.919><c> be</c> the same D here the shear plan will be the same D here the shear plan will be here<00:06:54.240><c> at</c><00:06:54.960><c> uh</c><00:06:55.520><c> inclined</c><00:06:56.199><c> at</c><00:06:56.800><c> 45°</c><00:06:57.800><c> therefore</c><00:06:58.440><c> the</c> here at uh inclined at 45° therefore the here at uh inclined at 45° therefore the distance<00:06:59.080><c> here</c><00:06:59.240><c> will</c><00:06:59.360><c> be</c><00:06:59.879><c> D</c><00:07:00.639><c> sare</c><00:07:01.520><c> root</c><00:07:01.960><c> of</c><00:07:02.560><c> 2</c> distance here will be D sare root of 2 distance here will be D sare root of 2 so<00:07:03.639><c> if</c><00:07:03.840><c> this</c><00:07:03.960><c> is</c><00:07:04.160><c> D</c><00:07:04.440><c> and</c><00:07:04.599><c> this</c><00:07:04.720><c> is</c><00:07:04.879><c> 45</c><00:07:05.840><c> the</c> so if this is D and this is 45 the so if this is D and this is 45 the distance<00:07:06.479><c> here</c><00:07:06.639><c> will</c><00:07:06.840><c> be</c><00:07:07.120><c> d</c><00:07:07.759><c> square</c><00:07:08.120><c> root</c><00:07:08.479><c> of</c> distance here will be d square root of distance here will be d square root of two<00:07:09.759><c> and</c><00:07:10.039><c> at</c> two and at two and at this this this uh<00:07:13.479><c> plane</c><00:07:14.479><c> here</c><00:07:15.479><c> uh</c><00:07:16.160><c> we</c><00:07:16.360><c> have</c><00:07:16.599><c> some</c><00:07:17.080><c> stresses</c> uh plane here uh we have some stresses uh plane here uh we have some stresses the<00:07:17.840><c> stresses</c><00:07:18.360><c> are</c><00:07:18.759><c> we</c><00:07:18.919><c> called</c><00:07:19.199><c> it</c><00:07:19.440><c> sheer</c> the stresses are we called it sheer the stresses are we called it sheer stresses<00:07:20.400><c> diagonal</c><00:07:20.879><c> tension</c><00:07:21.759><c> stresses</c><00:07:22.319><c> it's</c> stresses diagonal tension stresses it's stresses diagonal tension stresses it's called<00:07:23.000><c> V</c><00:07:23.599><c> small</c><00:07:24.599><c> this</c><00:07:24.720><c> is</c><00:07:24.960><c> applied</c><00:07:25.400><c> on</c><00:07:25.759><c> this</c> called V small this is applied on this called V small this is applied on this length<00:07:26.400><c> and</c><00:07:26.599><c> the</c><00:07:26.759><c> width</c><00:07:27.080><c> of</c><00:07:27.280><c> the</c><00:07:27.879><c> beam</c><00:07:28.479><c> so</c><00:07:28.840><c> it</c> length and the width of the beam so it length and the width of the beam so it is<00:07:29.199><c> like</c><00:07:29.560><c> if</c><00:07:29.720><c> we</c><00:07:29.879><c> have</c><00:07:30.840><c> uh</c><00:07:31.080><c> we</c><00:07:31.240><c> draw</c><00:07:31.479><c> it</c><00:07:31.599><c> at</c><00:07:31.759><c> the</c> is like if we have uh we draw it at the is like if we have uh we draw it at the 3D<00:07:32.680><c> you</c><00:07:32.800><c> will</c><00:07:33.000><c> have</c><00:07:33.199><c> the</c><00:07:33.319><c> length</c><00:07:33.720><c> here</c><00:07:33.919><c> is</c><00:07:34.560><c> d</c> 3D you will have the length here is d 3D you will have the length here is d square<00:07:35.199><c> Ro</c><00:07:35.319><c> TK</c><00:07:35.440><c> of</c><00:07:35.599><c> two</c><00:07:35.919><c> and</c><00:07:36.080><c> the</c><00:07:36.240><c> width</c><00:07:36.599><c> is</c><00:07:36.800><c> the</c> square Ro TK of two and the width is the square Ro TK of two and the width is the B<00:07:38.280><c> and</c><00:07:39.120><c> therefore</c><00:07:40.080><c> the</c><00:07:40.280><c> surface</c><00:07:40.720><c> area</c><00:07:41.080><c> over</c> B and therefore the surface area over B and therefore the surface area over which<00:07:41.520><c> is</c><00:07:41.680><c> diagonal</c><00:07:42.120><c> tension</c><00:07:42.479><c> stress</c><00:07:42.879><c> act</c> which is diagonal tension stress act which is diagonal tension stress act equals<00:07:44.400><c> B</c><00:07:45.400><c> times</c><00:07:46.280><c> inclined</c><00:07:47.280><c> distance</c><00:07:47.840><c> here</c> equals B times inclined distance here equals B times inclined distance here which<00:07:48.240><c> is</c><00:07:48.440><c> d</c><00:07:48.680><c> square</c><00:07:49.000><c> root</c><00:07:49.280><c> of</c> 2<00:07:53.680><c> now</c><00:07:54.000><c> let's</c><00:07:54.400><c> consider</c><00:07:55.159><c> that</c><00:07:55.360><c> we</c><00:07:55.560><c> cut</c><00:07:55.879><c> the</c> 2 now let's consider that we cut the 2 now let's consider that we cut the beam<00:07:56.319><c> at</c><00:07:56.599><c> this</c><00:07:57.479><c> uh</c><00:07:57.680><c> section</c><00:07:58.560><c> and</c><00:07:58.759><c> we</c><00:07:58.840><c> will</c><00:07:59.000><c> take</c> beam at this uh section and we will take beam at this uh section and we will take only<00:07:59.680><c> part</c><00:07:59.879><c> of</c><00:08:00.039><c> the</c><00:08:00.240><c> beam</c><00:08:00.800><c> so</c><00:08:01.039><c> we</c><00:08:01.240><c> have</c><00:08:01.639><c> if</c><00:08:01.759><c> you</c> only part of the beam so we have if you only part of the beam so we have if you have<00:08:02.400><c> forces</c><00:08:02.919><c> here</c><00:08:03.120><c> V</c><00:08:03.319><c> and</c><00:08:03.520><c> V</c><00:08:03.759><c> the</c><00:08:03.919><c> reactions</c> have forces here V and V the reactions have forces here V and V the reactions will<00:08:04.520><c> be</c><00:08:04.720><c> also</c><00:08:05.039><c> V</c><00:08:05.199><c> and</c><00:08:05.599><c> V</c><00:08:06.599><c> and</c><00:08:06.919><c> you</c><00:08:07.039><c> will</c><00:08:07.240><c> have</c> will be also V and V and you will have will be also V and V and you will have some<00:08:08.240><c> uh</c><00:08:08.479><c> diagonal</c><00:08:08.919><c> tension</c><00:08:09.319><c> stresses</c><00:08:09.960><c> here</c> some uh diagonal tension stresses here some uh diagonal tension stresses here we<00:08:10.720><c> can</c><00:08:10.960><c> get</c><00:08:11.159><c> the</c><00:08:11.319><c> resultant</c><00:08:11.759><c> of</c><00:08:11.919><c> these</c> we can get the resultant of these we can get the resultant of these stresses<00:08:12.560><c> will</c><00:08:12.720><c> be</c><00:08:12.960><c> called</c><00:08:13.680><c> T</c><00:08:14.360><c> Capital</c><00:08:15.199><c> now</c> stresses will be called T Capital now stresses will be called T Capital now let's<00:08:15.720><c> only</c><00:08:16.039><c> take</c><00:08:16.319><c> half</c><00:08:16.639><c> of</c><00:08:16.919><c> part</c><00:08:17.159><c> of</c><00:08:17.319><c> the</c><00:08:17.479><c> beam</c> let's only take half of part of the beam let's only take half of part of the beam which<00:08:17.919><c> is</c><00:08:18.120><c> this</c><00:08:18.319><c> one</c><00:08:19.199><c> and</c><00:08:19.840><c> let's</c><00:08:20.159><c> get</c><00:08:20.440><c> how</c><00:08:20.639><c> much</c> which is this one and let's get how much which is this one and let's get how much it<00:08:20.960><c> will</c><00:08:21.120><c> be</c><00:08:21.400><c> this</c><00:08:22.199><c> diagonal</c><00:08:22.680><c> tension</c><00:08:23.000><c> force</c> it will be this diagonal tension force it will be this diagonal tension force diagonal<00:08:23.759><c> tension</c><00:08:24.080><c> force</c><00:08:24.440><c> equals</c><00:08:24.879><c> diagonal</c> diagonal tension force equals diagonal diagonal tension force equals diagonal tension<00:08:25.680><c> stresses</c><00:08:26.520><c> multiplied</c><00:08:27.280><c> by</c><00:08:27.879><c> the</c><00:08:28.120><c> area</c> tension stresses multiplied by the area tension stresses multiplied by the area here<00:08:28.840><c> which</c><00:08:28.960><c> is</c><00:08:29.159><c> the</c><00:08:29.599><c> distance</c><00:08:30.520><c> which</c><00:08:30.680><c> is</c><00:08:31.440><c> this</c> here which is the distance which is this here which is the distance which is this distance<00:08:32.120><c> d</c><00:08:32.360><c> square</c><00:08:32.719><c> root</c><00:08:33.000><c> of</c><00:08:33.320><c> 2</c><00:08:33.760><c> multiplied</c> distance d square root of 2 multiplied distance d square root of 2 multiplied by<00:08:34.839><c> the</c><00:08:35.000><c> width</c><00:08:35.279><c> of</c><00:08:35.440><c> the</c><00:08:35.599><c> beam</c><00:08:35.919><c> which</c><00:08:36.039><c> is</c><00:08:36.240><c> B</c><00:08:36.760><c> so</c> by the width of the beam which is B so by the width of the beam which is B so therefore<00:08:37.680><c> the</c><00:08:37.880><c> diagonal</c><00:08:38.320><c> tension</c><00:08:38.719><c> force</c> therefore the diagonal tension force therefore the diagonal tension force equal<00:08:39.959><c> the</c><00:08:40.200><c> stress</c><00:08:41.039><c> multiplied</c><00:08:41.800><c> by</c><00:08:42.360><c> width</c><00:08:42.680><c> of</c> equal the stress multiplied by width of equal the stress multiplied by width of the<00:08:43.000><c> beam</c><00:08:43.560><c> multiplied</c><00:08:44.279><c> by</c><00:08:44.800><c> the</c><00:08:45.120><c> length</c><00:08:45.640><c> here</c> the beam multiplied by the length here the beam multiplied by the length here which<00:08:46.040><c> is</c><00:08:46.240><c> d</c><00:08:46.519><c> square</c><00:08:46.880><c> otk</c><00:08:47.200><c> of</c><00:08:47.440><c> 2</c><00:08:48.080><c> now</c><00:08:48.320><c> let's</c> which is d square otk of 2 now let's which is d square otk of 2 now let's make<00:08:49.440><c> equilibrium</c><00:08:50.000><c> in</c><00:08:50.120><c> the</c><00:08:50.279><c> vertical</c> make equilibrium in the vertical make equilibrium in the vertical Direction<00:08:51.200><c> so</c><00:08:51.320><c> we'll</c><00:08:51.560><c> say</c><00:08:52.000><c> V</c><00:08:53.000><c> equal</c><00:08:53.560><c> to</c><00:08:54.040><c> T</c> Direction so we'll say V equal to T Direction so we'll say V equal to T cosine<00:08:55.519><c> 45</c><00:08:56.519><c> so</c><00:08:56.760><c> let's</c><00:08:57.040><c> do</c><00:08:57.320><c> that</c><00:08:57.959><c> V</c><00:08:58.560><c> minus</c><00:08:59.040><c> t</c> cosine 45 so let's do that V minus t cosine 45 so let's do that V minus t cosine<00:08:59.760><c> 45</c><00:09:00.440><c> which</c><00:09:00.600><c> is</c><00:09:00.760><c> T</c><00:09:01.279><c> /</c><00:09:02.279><c> sare</c><00:09:02.600><c> <</c><00:09:02.720><c> TK</c><00:09:02.839><c> of</c><00:09:03.000><c> 2</c><00:09:03.279><c> =</c> cosine 45 which is T / sare < TK of 2 = cosine 45 which is T / sare < TK of 2 = 0<00:09:04.480><c> now</c><00:09:04.920><c> the</c><00:09:05.079><c> t</c><00:09:05.360><c> is</c><00:09:05.600><c> already</c><00:09:06.160><c> this</c><00:09:06.399><c> value</c><00:09:06.800><c> here</c> 0 now the t is already this value here 0 now the t is already this value here we<00:09:07.160><c> can</c><00:09:07.399><c> take</c><00:09:07.519><c> it</c><00:09:07.640><c> and</c><00:09:07.839><c> put</c><00:09:08.000><c> it</c><00:09:08.240><c> here</c><00:09:08.680><c> it</c><00:09:08.760><c> is</c><00:09:09.200><c> V</c> we can take it and put it here it is V we can take it and put it here it is V small<00:09:09.839><c> BD</c><00:09:10.240><c> sare</c><00:09:10.519><c> otk</c><00:09:10.760><c> of</c><00:09:10.880><c> two</c><00:09:11.160><c> divided</c><00:09:11.640><c> by</c> small BD sare otk of two divided by small BD sare otk of two divided by square<00:09:12.079><c> root</c><00:09:12.320><c> of</c><00:09:12.440><c> two</c><00:09:12.680><c> so</c><00:09:13.360><c> this</c><00:09:13.560><c> square</c><00:09:13.839><c> root</c> square root of two so this square root square root of two so this square root will<00:09:14.240><c> be</c><00:09:14.399><c> eliminated</c><00:09:15.279><c> and</c><00:09:15.519><c> the</c><00:09:15.680><c> result</c><00:09:16.040><c> will</c> will be eliminated and the result will will be eliminated and the result will be be be vbd<00:09:19.240><c> therefore</c><00:09:20.079><c> the</c><00:09:20.640><c> sheer</c><00:09:21.160><c> force</c><00:09:22.160><c> which</c><00:09:22.320><c> is</c> vbd therefore the sheer force which is vbd therefore the sheer force which is this<00:09:22.760><c> one</c><00:09:23.399><c> equals</c><00:09:24.120><c> sheer</c><00:09:24.560><c> stress</c><00:09:25.000><c> or</c><00:09:25.240><c> diagonal</c> this one equals sheer stress or diagonal this one equals sheer stress or diagonal tension<00:09:26.079><c> stress</c><00:09:27.000><c> multiplied</c><00:09:27.680><c> by</c><00:09:28.000><c> B</c> tension stress multiplied by B tension stress multiplied by B multiplied<00:09:28.839><c> by</c><00:09:29.000><c> D</c><00:09:29.160><c> which</c><00:09:29.480><c> the</c><00:09:29.600><c> cross-section</c> multiplied by D which the cross-section multiplied by D which the cross-section from<00:09:30.480><c> here</c><00:09:30.720><c> rearrange</c><00:09:31.320><c> the</c><00:09:31.480><c> equation</c><00:09:31.880><c> we</c><00:09:32.000><c> can</c> from here rearrange the equation we can from here rearrange the equation we can get<00:09:32.880><c> the</c><00:09:33.040><c> shear</c><00:09:33.480><c> stress</c><00:09:34.160><c> or</c><00:09:34.360><c> the</c><00:09:34.560><c> average</c> get the shear stress or the average get the shear stress or the average shear<00:09:35.279><c> stress</c><00:09:35.600><c> will</c><00:09:35.800><c> be</c><00:09:35.959><c> equal</c><00:09:36.240><c> to</c><00:09:36.480><c> the</c><00:09:36.600><c> sheer</c> shear stress will be equal to the sheer shear stress will be equal to the sheer force<00:09:37.279><c> divided</c><00:09:37.800><c> by</c><00:09:38.120><c> BD</c><00:09:38.560><c> and</c><00:09:38.760><c> this</c><00:09:38.880><c> is</c><00:09:39.079><c> our</c> force divided by BD and this is our force divided by BD and this is our important<00:09:40.440><c> equation</c><00:09:40.959><c> here</c><00:09:41.519><c> that</c><00:09:41.720><c> Shear</c> important equation here that Shear important equation here that Shear stresses<00:09:42.560><c> or</c><00:09:42.760><c> average</c><00:09:43.040><c> Shear</c><00:09:43.360><c> stresses</c><00:09:43.760><c> in</c> stresses or average Shear stresses in stresses or average Shear stresses in the<00:09:44.279><c> cross-section</c><00:09:45.279><c> equals</c><00:09:45.760><c> Shear</c><00:09:46.160><c> Force</c> the cross-section equals Shear Force the cross-section equals Shear Force divided<00:09:47.200><c> by</c><00:09:47.760><c> BD</c><00:09:48.240><c> and</c><00:09:48.440><c> this</c><00:09:48.600><c> will</c><00:09:48.760><c> be</c><00:09:49.000><c> the</c><00:09:49.920><c> basic</c> divided by BD and this will be the basic divided by BD and this will be the basic or<00:09:50.440><c> the</c><00:09:50.600><c> beginning</c><00:09:51.560><c> for</c><00:09:52.040><c> Designing</c><00:09:52.600><c> for</c> or the beginning for Designing for or the beginning for Designing for Shear<00:09:55.279><c> so</c><00:09:55.519><c> the</c><00:09:55.680><c> shear</c><00:09:56.040><c> stress</c><00:09:57.000><c> uh</c><00:09:57.200><c> equals</c> Shear so the shear stress uh equals Shear so the shear stress uh equals Shear<00:09:58.320><c> Force</c><00:09:58.720><c> divided</c><00:09:59.120><c> by</c><00:09:59.399><c> BD</c><00:10:00.079><c> and</c><00:10:00.760><c> uh</c><00:10:00.880><c> the</c> Shear Force divided by BD and uh the Shear Force divided by BD and uh the code<00:10:01.279><c> is</c><00:10:01.440><c> saying</c><00:10:01.880><c> that</c><00:10:02.399><c> this</c><00:10:02.800><c> shear</c><00:10:03.279><c> stress</c> code is saying that this shear stress code is saying that this shear stress shouldn't<00:10:04.440><c> exceed</c><00:10:04.880><c> something</c><00:10:05.320><c> called</c><00:10:05.600><c> Vmax</c> shouldn't exceed something called Vmax shouldn't exceed something called Vmax or<00:10:06.320><c> maximum</c><00:10:06.680><c> shear</c><00:10:07.040><c> stress</c><00:10:07.399><c> how</c><00:10:07.560><c> much</c><00:10:07.720><c> is</c><00:10:07.839><c> the</c> or maximum shear stress how much is the or maximum shear stress how much is the maximum<00:10:08.279><c> sheer</c><00:10:08.600><c> stress</c><00:10:08.920><c> the</c><00:10:09.000><c> maximum</c><00:10:09.320><c> sheer</c> maximum sheer stress the maximum sheer maximum sheer stress the maximum sheer stress<00:10:10.640><c> is</c><00:10:10.800><c> the</c><00:10:10.959><c> minimum</c><00:10:11.320><c> of</c><00:10:11.480><c> two</c><00:10:11.720><c> values</c><00:10:12.560><c> 8</c> stress is the minimum of two values 8 stress is the minimum of two values 8 square<00:10:13.519><c> root</c><00:10:13.760><c> of</c><00:10:13.920><c> FCU</c><00:10:14.880><c> or</c><00:10:15.480><c> 5</c><00:10:16.079><c> Newton</c><00:10:16.519><c> per</c> square root of FCU or 5 Newton per square root of FCU or 5 Newton per millimet<00:10:17.200><c> squar</c><00:10:18.000><c> so</c><00:10:18.240><c> we</c><00:10:18.320><c> should</c><00:10:18.640><c> ensure</c><00:10:19.120><c> when</c> millimet squar so we should ensure when millimet squar so we should ensure when we<00:10:19.480><c> calculate</c><00:10:20.000><c> the</c><00:10:20.680><c> maximum</c><00:10:21.079><c> shear</c><00:10:21.440><c> stress</c><00:10:21.720><c> in</c> we calculate the maximum shear stress in we calculate the maximum shear stress in the<00:10:22.000><c> beam</c><00:10:22.320><c> that</c><00:10:22.480><c> it</c><00:10:22.600><c> will</c><00:10:22.760><c> not</c><00:10:23.000><c> exceed</c><00:10:23.839><c> these</c> the beam that it will not exceed these the beam that it will not exceed these two<00:10:24.279><c> values</c><00:10:24.880><c> five</c><00:10:25.760><c> or8</c><00:10:26.760><c> square</c><00:10:27.000><c> root</c><00:10:27.240><c> of</c><00:10:27.399><c> FCU</c> two values five or8 square root of FCU two values five or8 square root of FCU but<00:10:28.880><c> a</c><00:10:29.040><c> question</c><00:10:29.640><c> here</c><00:10:29.959><c> what</c><00:10:30.200><c> is</c><00:10:30.360><c> going</c><00:10:30.519><c> to</c> but a question here what is going to but a question here what is going to happen<00:10:31.040><c> if</c><00:10:31.200><c> we</c><00:10:31.360><c> found</c><00:10:31.680><c> that</c><00:10:31.880><c> the</c><00:10:32.040><c> V</c><00:10:32.279><c> small</c><00:10:32.720><c> here</c> happen if we found that the V small here happen if we found that the V small here or<00:10:33.399><c> the</c><00:10:33.519><c> sheer</c><00:10:33.880><c> stress</c><00:10:34.200><c> is</c><00:10:34.360><c> greater</c><00:10:34.760><c> than</c><00:10:34.959><c> V</c> or the sheer stress is greater than V or the sheer stress is greater than V Max<00:10:35.560><c> in</c><00:10:35.760><c> this</c><00:10:35.959><c> case</c><00:10:36.800><c> the</c><00:10:37.240><c> uh</c><00:10:37.440><c> section</c><00:10:37.760><c> of</c><00:10:37.880><c> the</c> Max in this case the uh section of the Max in this case the uh section of the beam<00:10:38.240><c> is</c><00:10:38.360><c> not</c><00:10:38.600><c> enough</c><00:10:39.040><c> we</c><00:10:39.200><c> cannot</c><00:10:40.040><c> uh</c><00:10:40.279><c> cannot</c> beam is not enough we cannot uh cannot beam is not enough we cannot uh cannot resist<00:10:40.920><c> the</c><00:10:41.000><c> sheer</c><00:10:41.320><c> stresses</c><00:10:41.760><c> and</c><00:10:41.880><c> we</c><00:10:42.040><c> have</c><00:10:42.160><c> to</c> resist the sheer stresses and we have to resist the sheer stresses and we have to enlarge<00:10:43.200><c> section</c><00:10:43.680><c> Dimension</c><00:10:44.160><c> so</c><00:10:44.360><c> in</c><00:10:44.519><c> this</c> enlarge section Dimension so in this enlarge section Dimension so in this case<00:10:44.880><c> you</c><00:10:45.000><c> have</c><00:10:45.120><c> to</c><00:10:45.360><c> increase</c><00:10:46.160><c> b</c><00:10:46.440><c> or</c><00:10:46.680><c> d</c><00:10:46.920><c> or</c> case you have to increase b or d or case you have to increase b or d or increasing<00:10:47.639><c> both</c><00:10:47.839><c> of</c><00:10:48.000><c> them</c><00:10:48.200><c> to</c><00:10:48.360><c> reduce</c><00:10:48.680><c> the</c> increasing both of them to reduce the increasing both of them to reduce the sheer<00:10:49.279><c> stress</c><00:10:50.279><c> and</c><00:10:50.720><c> therefore</c><00:10:51.360><c> you</c><00:10:51.880><c> it</c><00:10:52.000><c> will</c> sheer stress and therefore you it will sheer stress and therefore you it will be<00:10:52.639><c> less</c><00:10:52.959><c> than</c><00:10:53.160><c> the</c><00:10:53.399><c> V</c><00:10:53.639><c> Max</c><00:10:54.200><c> so</c><00:10:54.440><c> this</c><00:10:54.560><c> is</c><00:10:54.639><c> the</c> be less than the V Max so this is the be less than the V Max so this is the first<00:10:55.079><c> thing</c><00:10:55.279><c> to</c><00:10:55.440><c> do</c><00:10:55.680><c> is</c><00:10:55.839><c> to</c><00:10:56.040><c> check</c><00:10:56.399><c> that</c><00:10:57.040><c> your</c> first thing to do is to check that your first thing to do is to check that your sheer<00:10:57.720><c> stress</c><00:10:58.320><c> is</c><00:10:58.519><c> less</c><00:10:58.800><c> than</c><00:10:59.320><c> Vmax</c><00:10:59.880><c> if</c><00:10:59.959><c> it</c><00:11:00.079><c> is</c> sheer stress is less than Vmax if it is sheer stress is less than Vmax if it is less<00:11:00.519><c> than</c><00:11:00.720><c> Vmax</c><00:11:01.399><c> we</c><00:11:01.519><c> can</c><00:11:01.760><c> go</c><00:11:02.000><c> forward</c><00:11:03.000><c> and</c><00:11:03.160><c> we</c> less than Vmax we can go forward and we less than Vmax we can go forward and we can<00:11:03.519><c> get</c><00:11:03.760><c> something</c><00:11:04.200><c> called</c><00:11:04.560><c> VC</c><00:11:05.240><c> which</c><00:11:05.399><c> is</c><00:11:05.600><c> the</c> can get something called VC which is the can get something called VC which is the sheer<00:11:06.560><c> stress</c><00:11:07.560><c> carried</c><00:11:07.959><c> by</c><00:11:08.160><c> the</c><00:11:08.399><c> concrete</c> sheer stress carried by the concrete sheer stress carried by the concrete sheer<00:11:09.720><c> stress</c><00:11:10.079><c> carried</c><00:11:10.399><c> by</c><00:11:10.600><c> the</c><00:11:10.800><c> concrete</c> sheer stress carried by the concrete sheer stress carried by the concrete from<00:11:12.040><c> where</c><00:11:12.320><c> we</c><00:11:12.480><c> can</c><00:11:13.279><c> get</c><00:11:13.639><c> this</c><00:11:14.040><c> this</c><00:11:14.240><c> sheer</c> from where we can get this this sheer from where we can get this this sheer stress<00:11:14.959><c> we</c><00:11:15.040><c> can</c><00:11:15.200><c> get</c><00:11:15.360><c> it</c><00:11:15.480><c> from</c><00:11:15.720><c> this</c><00:11:15.920><c> equation</c> stress we can get it from this equation stress we can get it from this equation in<00:11:16.480><c> the</c><00:11:16.639><c> BS</c><00:11:17.000><c> code</c><00:11:17.720><c> it</c><00:11:17.839><c> is</c><00:11:18.279><c> 79</c><00:11:18.880><c> divided</c><00:11:19.440><c> by</c><00:11:19.639><c> gamma</c> in the BS code it is 79 divided by gamma in the BS code it is 79 divided by gamma M<00:11:20.200><c> which</c><00:11:20.320><c> is</c><00:11:20.440><c> the</c><00:11:20.600><c> material</c><00:11:21.040><c> safety</c><00:11:21.440><c> Factor</c> M which is the material safety Factor M which is the material safety Factor material<00:11:22.480><c> safety</c><00:11:22.839><c> factor</c><00:11:23.120><c> for</c><00:11:23.880><c> concrete</c><00:11:24.320><c> and</c> material safety factor for concrete and material safety factor for concrete and Shear<00:11:24.839><c> is</c> Shear is Shear is 1.25<00:11:26.639><c> multiplied</c><00:11:27.360><c> by</c><00:11:27.880><c> this</c><00:11:28.560><c> value</c><00:11:29.040><c> 100</c><00:11:29.560><c> as</c><00:11:29.680><c> s</c> 1.25 multiplied by this value 100 as s 1.25 multiplied by this value 100 as s over<00:11:30.200><c> BD</c><00:11:30.560><c> to^</c><00:11:31.000><c> 1</c><00:11:31.240><c> over</c><00:11:31.480><c> 3</c><00:11:32.079><c> multiped</c><00:11:32.680><c> by</c><00:11:32.839><c> 400</c> over BD to^ 1 over 3 multiped by 400 over BD to^ 1 over 3 multiped by 400 over<00:11:33.560><c> d</c><00:11:33.760><c> to^</c><00:11:34.160><c> 1</c><00:11:34.360><c> over</c> over d to^ 1 over over d to^ 1 over 4<00:11:36.279><c> B</c><00:11:36.480><c> and</c><00:11:36.680><c> D</c><00:11:36.959><c> this</c><00:11:37.079><c> is</c><00:11:37.320><c> the</c><00:11:37.600><c> cross-section</c> 4 B and D this is the cross-section 4 B and D this is the cross-section which<00:11:38.720><c> is</c><00:11:38.959><c> B</c><00:11:39.200><c> is</c><00:11:39.360><c> the</c><00:11:39.959><c> width</c><00:11:40.600><c> and</c><00:11:40.880><c> D</c><00:11:41.160><c> is</c><00:11:41.360><c> the</c> which is B is the width and D is the which is B is the width and D is the effective<00:11:42.160><c> depth</c><00:11:42.800><c> area</c><00:11:43.160><c> steel</c><00:11:43.600><c> here</c><00:11:43.760><c> is</c><00:11:43.920><c> the</c> effective depth area steel here is the effective depth area steel here is the area<00:11:44.320><c> of</c><00:11:44.440><c> longitudinal</c><00:11:45.040><c> tension</c><00:11:45.480><c> steel</c><00:11:45.880><c> at</c> area of longitudinal tension steel at area of longitudinal tension steel at the<00:11:46.519><c> section</c><00:11:46.959><c> where</c><00:11:47.120><c> you</c><00:11:47.440><c> calculate</c><00:11:47.839><c> the</c> the section where you calculate the the section where you calculate the shear<00:11:48.720><c> so</c><00:11:48.959><c> the</c><00:11:49.120><c> area</c><00:11:49.440><c> of</c><00:11:49.639><c> longital</c><00:11:50.399><c> tension</c> shear so the area of longital tension shear so the area of longital tension steel<00:11:51.320><c> not</c><00:11:51.480><c> the</c><00:11:51.639><c> compression</c><00:11:52.120><c> steel</c><00:11:52.399><c> it</c><00:11:52.519><c> is</c> steel not the compression steel it is steel not the compression steel it is only<00:11:52.880><c> the</c><00:11:53.040><c> tension</c><00:11:53.440><c> steel</c><00:11:53.800><c> at</c><00:11:54.040><c> the</c><00:11:55.040><c> uh</c><00:11:55.600><c> section</c> only the tension steel at the uh section only the tension steel at the uh section where<00:11:56.160><c> you</c><00:11:56.639><c> are</c><00:11:56.800><c> calculating</c><00:11:57.320><c> the</c><00:11:57.680><c> shear</c><00:11:58.480><c> 400</c> where you are calculating the shear 400 where you are calculating the shear 400 over<00:11:59.440><c> D</c><00:11:59.639><c> and</c><00:11:59.800><c> D</c><00:12:00.079><c> again</c><00:12:00.320><c> is</c><00:12:00.440><c> the</c><00:12:00.639><c> effective</c> over D and D again is the effective over D and D again is the effective depth<00:12:01.399><c> but</c><00:12:01.519><c> we</c><00:12:01.639><c> have</c><00:12:01.800><c> here</c><00:12:01.959><c> some</c><00:12:02.360><c> conditions</c> depth but we have here some conditions depth but we have here some conditions that<00:12:02.880><c> the</c><00:12:03.040><c> first</c><00:12:03.360><c> party</c><00:12:03.720><c> here</c><00:12:04.079><c> 100</c><00:12:04.399><c> as</c><00:12:04.839><c> over</c><00:12:05.120><c> D</c> that the first party here 100 as over D that the first party here 100 as over D BD<00:12:06.839><c> is</c><00:12:07.200><c> should</c><00:12:07.360><c> be</c><00:12:07.519><c> less</c><00:12:07.720><c> than</c><00:12:07.880><c> or</c><00:12:08.079><c> equals</c><00:12:08.440><c> to</c> BD is should be less than or equals to BD is should be less than or equals to three<00:12:09.120><c> so</c><00:12:09.279><c> if</c><00:12:09.480><c> is</c><00:12:09.680><c> greater</c><00:12:10.040><c> than</c><00:12:10.200><c> three</c><00:12:10.519><c> just</c> three so if is greater than three just three so if is greater than three just take<00:12:10.880><c> it</c><00:12:11.040><c> as</c><00:12:11.240><c> three</c><00:12:11.480><c> the</c><00:12:11.639><c> maximum</c><00:12:12.079><c> value</c><00:12:12.440><c> here</c> take it as three the maximum value here take it as three the maximum value here is<00:12:13.320><c> three</c><00:12:13.800><c> so</c><00:12:14.000><c> if</c><00:12:14.120><c> you</c><00:12:14.240><c> have</c><00:12:14.639><c> 100</c><00:12:14.920><c> as</c><00:12:15.279><c> over</c><00:12:15.560><c> BD</c> is three so if you have 100 as over BD is three so if you have 100 as over BD is<00:12:16.120><c> 1</c><00:12:16.440><c> or</c><00:12:16.639><c> 1.5</c><00:12:17.399><c> or</c><00:12:17.560><c> 1.2</c><00:12:18.240><c> it's</c><00:12:18.560><c> okay</c><00:12:18.959><c> we</c><00:12:19.120><c> can</c><00:12:19.320><c> take</c> is 1 or 1.5 or 1.2 it's okay we can take is 1 or 1.5 or 1.2 it's okay we can take it<00:12:19.600><c> but</c><00:12:19.760><c> if</c><00:12:19.880><c> it</c><00:12:19.959><c> is</c><00:12:20.160><c> greater</c><00:12:20.480><c> than</c><00:12:20.680><c> three</c><00:12:21.120><c> the</c> it but if it is greater than three the it but if it is greater than three the maximum<00:12:21.639><c> allowable</c><00:12:22.160><c> value</c><00:12:22.480><c> is</c><00:12:22.639><c> three</c><00:12:22.880><c> so</c><00:12:23.120><c> in</c> maximum allowable value is three so in maximum allowable value is three so in this<00:12:23.440><c> case</c><00:12:23.600><c> you</c><00:12:23.720><c> take</c><00:12:23.880><c> it</c><00:12:24.000><c> as</c><00:12:24.160><c> three</c><00:12:24.880><c> the</c> this case you take it as three the this case you take it as three the second<00:12:25.360><c> part</c><00:12:25.639><c> which</c><00:12:25.760><c> is</c><00:12:25.959><c> 400</c><00:12:26.560><c> over</c><00:12:26.800><c> D</c><00:12:27.480><c> this</c><00:12:27.639><c> one</c> second part which is 400 over D this one second part which is 400 over D this one should<00:12:28.079><c> be</c><00:12:28.240><c> greater</c><00:12:28.600><c> than</c><00:12:28.800><c> or</c><00:12:29.320><c> or</c><00:12:29.519><c> equal</c><00:12:29.800><c> to</c> should be greater than or or equal to should be greater than or or equal to one<00:12:30.160><c> so</c><00:12:30.360><c> if</c><00:12:30.440><c> it</c><00:12:30.560><c> is</c><00:12:30.720><c> greater</c><00:12:31.079><c> than</c><00:12:31.320><c> one</c><00:12:31.639><c> it's</c> one so if it is greater than one it's one so if it is greater than one it's fine<00:12:32.320><c> take</c><00:12:32.480><c> it</c><00:12:32.680><c> as</c><00:12:32.880><c> one</c><00:12:33.639><c> or</c><00:12:33.880><c> one</c><00:12:34.160><c> if</c><00:12:34.279><c> it's</c><00:12:34.519><c> 1.2</c> fine take it as one or one if it's 1.2 fine take it as one or one if it's 1.2 take<00:12:35.240><c> it</c><00:12:35.399><c> 1.2</c><00:12:36.000><c> 1.5</c><00:12:36.680><c> take</c><00:12:36.800><c> it</c><00:12:36.920><c> 1.5</c><00:12:37.680><c> but</c><00:12:37.920><c> if</c><00:12:38.279><c> the</c> take it 1.2 1.5 take it 1.5 but if the take it 1.2 1.5 take it 1.5 but if the 400<00:12:38.959><c> overd</c><00:12:39.440><c> is</c><00:12:39.600><c> less</c><00:12:39.839><c> than</c><00:12:40.040><c> one</c><00:12:40.560><c> so</c><00:12:40.880><c> we</c><00:12:41.040><c> take</c> 400 overd is less than one so we take 400 overd is less than one so we take the<00:12:41.480><c> value</c><00:12:41.720><c> of</c><00:12:41.880><c> one</c><00:12:42.079><c> so</c><00:12:42.240><c> the</c><00:12:42.399><c> minimum</c><00:12:42.800><c> here</c><00:12:42.959><c> is</c> the value of one so the minimum here is the value of one so the minimum here is one<00:12:43.959><c> and</c><00:12:44.320><c> the</c><00:12:44.480><c> maximum</c><00:12:44.920><c> here</c><00:12:45.160><c> is</c><00:12:45.880><c> three</c><00:12:46.760><c> the</c> one and the maximum here is three the one and the maximum here is three the last<00:12:47.199><c> Point</c><00:12:47.480><c> here</c><00:12:47.639><c> to</c><00:12:47.800><c> mention</c><00:12:48.240><c> is</c><00:12:48.680><c> this</c> last Point here to mention is this last Point here to mention is this equation<00:12:49.399><c> it</c><00:12:49.560><c> was</c><00:12:49.760><c> done</c><00:12:49.959><c> for</c><00:12:50.279><c> concrete</c> equation it was done for concrete equation it was done for concrete strength<00:12:51.440><c> less</c><00:12:51.680><c> than</c><00:12:51.880><c> or</c><00:12:52.079><c> equal</c><00:12:52.399><c> to</c><00:12:52.720><c> 25</c> strength less than or equal to 25 strength less than or equal to 25 megapascal<00:12:54.639><c> so</c><00:12:54.880><c> if</c><00:12:54.959><c> you</c><00:12:55.120><c> have</c><00:12:55.279><c> the</c><00:12:55.440><c> concrete</c> megapascal so if you have the concrete megapascal so if you have the concrete strength<00:12:56.279><c> FCU</c><00:12:56.839><c> is</c><00:12:57.040><c> greater</c><00:12:57.399><c> than</c><00:12:57.600><c> 25</c> strength FCU is greater than 25 strength FCU is greater than 25 megapascal<00:12:59.240><c> we</c><00:12:59.360><c> have</c><00:12:59.480><c> to</c><00:12:59.639><c> multiply</c><00:13:00.480><c> this</c> megapascal we have to multiply this megapascal we have to multiply this value<00:13:01.560><c> by</c><00:13:01.839><c> another</c><00:13:02.279><c> factor</c><00:13:02.680><c> which</c><00:13:02.839><c> is</c><00:13:03.480><c> FCU</c><00:13:04.240><c> /</c> value by another factor which is FCU / value by another factor which is FCU / 25<00:13:05.480><c> to^</c><00:13:05.959><c> 1</c><00:13:06.199><c> over</c><00:13:06.480><c> 3</c><00:13:07.360><c> so</c><00:13:07.839><c> if</c><00:13:08.000><c> you</c><00:13:08.440><c> want</c><00:13:08.639><c> to</c><00:13:08.839><c> get</c> 25 to^ 1 over 3 so if you want to get 25 to^ 1 over 3 so if you want to get the<00:13:09.240><c> final</c><00:13:09.639><c> value</c><00:13:09.920><c> of</c><00:13:10.079><c> VC</c><00:13:10.600><c> it</c><00:13:10.680><c> will</c><00:13:10.880><c> be</c><00:13:11.079><c> equal</c> the final value of VC it will be equal the final value of VC it will be equal to<00:13:11.600><c> this</c><00:13:11.839><c> part</c><00:13:12.440><c> multiply</c><00:13:13.000><c> it</c><00:13:13.240><c> by</c><00:13:13.720><c> FCU</c><00:13:14.720><c> divided</c> to this part multiply it by FCU divided to this part multiply it by FCU divided by<00:13:15.320><c> 25</c><00:13:15.880><c> to^</c><00:13:16.320><c> 1</c><00:13:16.680><c> over</c><00:13:16.959><c> 3</c><00:13:17.360><c> and</c><00:13:17.560><c> this</c><00:13:17.639><c> is</c><00:13:17.880><c> if</c><00:13:18.079><c> the</c> by 25 to^ 1 over 3 and this is if the by 25 to^ 1 over 3 and this is if the concrete<00:13:19.000><c> compressive</c><00:13:19.519><c> strength</c><00:13:19.959><c> is</c><00:13:20.160><c> greater</c> concrete compressive strength is greater concrete compressive strength is greater than<00:13:21.279><c> 25</c><00:13:22.240><c> megapascal</c><00:13:23.240><c> so</c><00:13:23.600><c> by</c><00:13:23.800><c> doing</c><00:13:24.160><c> that</c><00:13:24.360><c> we</c> than 25 megapascal so by doing that we than 25 megapascal so by doing that we can<00:13:24.680><c> get</c><00:13:24.839><c> the</c><00:13:24.959><c> sheer</c><00:13:25.360><c> stress</c><00:13:25.680><c> carried</c><00:13:26.079><c> by</c><00:13:26.800><c> the</c> can get the sheer stress carried by the can get the sheer stress carried by the concrete concrete concrete this<00:13:30.199><c> concrete</c><00:13:31.199><c> uh</c><00:13:31.480><c> or</c><00:13:31.600><c> sheer</c><00:13:31.959><c> stress</c><00:13:32.240><c> carried</c> this concrete uh or sheer stress carried this concrete uh or sheer stress carried by<00:13:32.680><c> the</c><00:13:32.880><c> concrete</c><00:13:33.440><c> VC</c><00:13:33.880><c> is</c><00:13:34.160><c> developed</c><00:13:35.040><c> or</c> by the concrete VC is developed or by the concrete VC is developed or develops<00:13:35.720><c> from</c><00:13:36.160><c> three</c><00:13:36.800><c> main</c><00:13:37.160><c> sources</c><00:13:37.639><c> the</c> develops from three main sources the develops from three main sources the first<00:13:38.079><c> one</c><00:13:38.320><c> the</c><00:13:38.480><c> concrete</c><00:13:38.839><c> compressive</c> first one the concrete compressive first one the concrete compressive strength<00:13:39.680><c> itself</c><00:13:40.680><c> if</c><00:13:40.800><c> you</c><00:13:41.000><c> have</c><00:13:41.360><c> a</c><00:13:41.560><c> higher</c> strength itself if you have a higher strength itself if you have a higher concrete<00:13:42.279><c> compressive</c><00:13:42.760><c> strength</c><00:13:43.399><c> of</c><00:13:43.600><c> course</c> concrete compressive strength of course concrete compressive strength of course it<00:13:44.000><c> will</c><00:13:44.720><c> increase</c><00:13:45.240><c> the</c><00:13:45.959><c> VC</c><00:13:46.880><c> and</c><00:13:47.120><c> also</c><00:13:47.560><c> the</c> it will increase the VC and also the it will increase the VC and also the aggregate<00:13:48.199><c> interlock</c><00:13:48.920><c> as</c><00:13:49.040><c> you</c><00:13:49.160><c> can</c><00:13:49.320><c> see</c><00:13:49.560><c> here</c> aggregate interlock as you can see here aggregate interlock as you can see here like<00:13:50.040><c> this</c><00:13:50.160><c> is</c><00:13:50.360><c> if</c><00:13:50.519><c> we</c><00:13:50.639><c> have</c><00:13:50.759><c> a</c><00:13:50.839><c> sheer</c><00:13:51.199><c> crack</c><00:13:51.560><c> it</c> like this is if we have a sheer crack it like this is if we have a sheer crack it is<00:13:51.800><c> not</c><00:13:51.959><c> a</c><00:13:52.079><c> smooth</c><00:13:52.480><c> crack</c><00:13:53.120><c> usually</c><00:13:53.480><c> it</c><00:13:53.560><c> is</c> is not a smooth crack usually it is is not a smooth crack usually it is rough<00:13:54.600><c> and</c><00:13:54.880><c> it</c><00:13:55.000><c> is</c><00:13:55.440><c> difficult</c><00:13:55.639><c> to</c><00:13:56.160><c> uh</c><00:13:56.240><c> move</c> rough and it is difficult to uh move rough and it is difficult to uh move this<00:13:56.880><c> one</c><00:13:57.120><c> section</c><00:13:57.440><c> from</c><00:13:57.680><c> the</c><00:13:57.800><c> other</c><00:13:58.079><c> section</c> this one section from the other section this one section from the other section so<00:13:58.680><c> because</c><00:13:59.120><c> we</c><00:13:59.279><c> have</c><00:14:00.120><c> uh</c><00:14:00.320><c> Aggregates</c><00:14:01.079><c> here</c> so because we have uh Aggregates here so because we have uh Aggregates here and<00:14:01.880><c> this</c><00:14:02.079><c> aggregate</c><00:14:02.480><c> interlock</c><00:14:03.120><c> will</c> and this aggregate interlock will and this aggregate interlock will enhance<00:14:04.399><c> the</c><00:14:04.560><c> shear</c><00:14:04.880><c> carried</c><00:14:05.240><c> by</c><00:14:05.360><c> the</c> enhance the shear carried by the enhance the shear carried by the concrete<00:14:05.959><c> or</c><00:14:06.120><c> will</c><00:14:06.320><c> enhance</c><00:14:06.759><c> the</c><00:14:07.199><c> VC</c><00:14:08.040><c> value</c><00:14:08.399><c> so</c> concrete or will enhance the VC value so concrete or will enhance the VC value so this<00:14:08.720><c> is</c><00:14:08.920><c> another</c><00:14:09.320><c> Factor</c><00:14:09.720><c> called</c><00:14:10.040><c> aggregate</c> this is another Factor called aggregate this is another Factor called aggregate interlock<00:14:11.279><c> will</c><00:14:11.560><c> affect</c><00:14:12.079><c> the</c><00:14:12.279><c> value</c><00:14:12.560><c> of</c><00:14:12.839><c> VC</c> interlock will affect the value of VC interlock will affect the value of VC and<00:14:13.639><c> the</c><00:14:13.800><c> third</c><00:14:14.240><c> factor</c><00:14:14.639><c> is</c><00:14:15.240><c> the</c><00:14:15.440><c> dual</c><00:14:15.839><c> action</c> and the third factor is the dual action and the third factor is the dual action of<00:14:16.519><c> the</c><00:14:16.759><c> longitudinal</c><00:14:17.759><c> uh</c><00:14:17.880><c> tension</c> of the longitudinal uh tension of the longitudinal uh tension reinforcement<00:14:19.360><c> you</c><00:14:19.480><c> can</c><00:14:19.639><c> see</c><00:14:19.959><c> here</c><00:14:20.199><c> if</c><00:14:20.320><c> we</c> reinforcement you can see here if we reinforcement you can see here if we have<00:14:20.560><c> a</c><00:14:20.639><c> sheer</c><00:14:20.959><c> crack</c><00:14:21.279><c> it</c><00:14:21.399><c> wants</c><00:14:21.720><c> to</c><00:14:21.920><c> open</c><00:14:22.560><c> but</c> have a sheer crack it wants to open but have a sheer crack it wants to open but the<00:14:22.920><c> presence</c><00:14:23.399><c> of</c><00:14:24.320><c> uh</c><00:14:24.480><c> tension</c><00:14:25.120><c> steer</c> the presence of uh tension steer the presence of uh tension steer reinforcement<00:14:26.240><c> will</c><00:14:26.480><c> prevent</c><00:14:26.839><c> the</c><00:14:27.000><c> crack</c> reinforcement will prevent the crack reinforcement will prevent the crack from<00:14:27.560><c> getting</c><00:14:28.320><c> wider</c><00:14:28.839><c> and</c><00:14:29.120><c> and</c><00:14:29.240><c> therefore</c><00:14:30.199><c> the</c> from getting wider and and therefore the from getting wider and and therefore the VC<00:14:31.199><c> also</c><00:14:31.560><c> will</c><00:14:31.839><c> increase</c><00:14:32.360><c> so</c><00:14:32.639><c> the</c><00:14:32.800><c> sheer</c> VC also will increase so the sheer VC also will increase so the sheer stresses<00:14:34.800><c> uh</c><00:14:35.240><c> carried</c><00:14:35.639><c> by</c><00:14:35.759><c> the</c><00:14:35.959><c> concrete</c><00:14:36.360><c> is</c> stresses uh carried by the concrete is stresses uh carried by the concrete is affected<00:14:37.000><c> by</c><00:14:37.360><c> these</c><00:14:37.600><c> three</c><00:14:37.880><c> factors</c><00:14:38.480><c> con</c> affected by these three factors con affected by these three factors con creete<00:14:38.880><c> compressive</c><00:14:39.360><c> strength</c><00:14:39.920><c> aggregate</c> creete compressive strength aggregate creete compressive strength aggregate interlock<00:14:41.279><c> and</c><00:14:41.440><c> the</c><00:14:41.600><c> dual</c><00:14:42.000><c> action</c><00:14:42.399><c> of</c><00:14:42.519><c> the</c> interlock and the dual action of the interlock and the dual action of the longitudinal longitudinal longitudinal reinforcement<00:14:45.560><c> let's</c><00:14:45.800><c> move</c><00:14:46.040><c> forward</c><00:14:46.720><c> and</c><00:14:47.399><c> uh</c> reinforcement let's move forward and uh reinforcement let's move forward and uh talk<00:14:47.759><c> about</c><00:14:48.040><c> Shear</c><00:14:48.720><c> reinforcement</c><00:14:49.720><c> the</c><00:14:49.839><c> sheer</c> talk about Shear reinforcement the sheer talk about Shear reinforcement the sheer reinforcement<00:14:50.720><c> in</c><00:14:50.920><c> beams</c><00:14:51.399><c> are</c><00:14:51.680><c> usually</c><00:14:52.199><c> like</c> reinforcement in beams are usually like reinforcement in beams are usually like can<00:14:52.639><c> come</c><00:14:52.839><c> in</c><00:14:53.160><c> one</c><00:14:53.320><c> of</c><00:14:53.480><c> the</c><00:14:53.600><c> following</c><00:14:54.040><c> two</c><00:14:54.720><c> uh</c> can come in one of the following two uh can come in one of the following two uh ways<00:14:55.399><c> it</c><00:14:55.560><c> could</c><00:14:55.759><c> be</c><00:14:56.320><c> steups</c><00:14:57.040><c> or</c><00:14:57.279><c> links</c><00:14:58.279><c> okay</c><00:14:58.560><c> or</c> ways it could be steups or links okay or ways it could be steups or links okay or it<00:14:59.040><c> could</c><00:14:59.199><c> be</c><00:14:59.320><c> steups</c><00:14:59.839><c> plus</c><00:15:00.120><c> bent</c><00:15:00.440><c> bars</c><00:15:01.120><c> or</c><00:15:01.440><c> the</c> it could be steups plus bent bars or the it could be steups plus bent bars or the steups<00:15:02.160><c> they</c><00:15:02.320><c> are</c><00:15:02.639><c> like</c><00:15:03.320><c> vertical</c><00:15:04.320><c> uh</c><00:15:05.279><c> steel</c> steups they are like vertical uh steel steups they are like vertical uh steel uh<00:15:06.680><c> members</c><00:15:07.240><c> it's</c><00:15:07.480><c> like</c><00:15:07.600><c> a</c><00:15:07.800><c> closed</c><00:15:08.480><c> stups</c><00:15:09.480><c> okay</c> uh members it's like a closed stups okay uh members it's like a closed stups okay in<00:15:10.440><c> the</c><00:15:11.079><c> elevation</c><00:15:11.680><c> they</c><00:15:11.839><c> will</c><00:15:12.000><c> look</c><00:15:12.240><c> like</c> in the elevation they will look like in the elevation they will look like only<00:15:12.880><c> like</c><00:15:13.199><c> one</c><00:15:14.199><c> like</c><00:15:14.360><c> lions</c><00:15:14.920><c> but</c><00:15:15.480><c> in</c><00:15:15.639><c> the</c> only like one like lions but in the only like one like lions but in the cross-section<00:15:16.480><c> they</c><00:15:16.639><c> will</c><00:15:16.959><c> be</c><00:15:17.279><c> like</c><00:15:17.639><c> as</c><00:15:17.959><c> a</c> cross-section they will be like as a cross-section they will be like as a rectangle<00:15:19.399><c> and</c><00:15:19.560><c> we'll</c><00:15:19.759><c> see</c><00:15:20.040><c> this</c><00:15:20.240><c> within</c><00:15:20.639><c> few</c> rectangle and we'll see this within few rectangle and we'll see this within few minutes<00:15:22.040><c> and</c><00:15:22.399><c> the</c><00:15:22.600><c> second</c><00:15:23.120><c> case</c><00:15:23.440><c> you</c><00:15:23.639><c> can</c><00:15:24.320><c> add</c> minutes and the second case you can add minutes and the second case you can add steups<00:15:25.240><c> plus</c><00:15:25.600><c> bent</c><00:15:25.959><c> bars</c><00:15:26.320><c> so</c><00:15:26.800><c> these</c><00:15:27.199><c> are</c><00:15:27.399><c> the</c> steups plus bent bars so these are the steups plus bent bars so these are the steups<00:15:28.040><c> the</c><00:15:28.199><c> vertical</c><00:15:29.079><c> and</c><00:15:29.880><c> some</c><00:15:30.160><c> of</c><00:15:30.319><c> the</c> steups the vertical and some of the steups the vertical and some of the longitudinal<00:15:31.199><c> bars</c><00:15:31.480><c> you</c><00:15:31.600><c> can</c><00:15:31.800><c> bend</c><00:15:32.199><c> them</c><00:15:32.600><c> like</c> longitudinal bars you can bend them like longitudinal bars you can bend them like that<00:15:33.399><c> and</c><00:15:33.560><c> they</c><00:15:33.680><c> will</c><00:15:33.880><c> help</c><00:15:34.199><c> to</c><00:15:34.560><c> resist</c><00:15:35.279><c> the</c> that and they will help to resist the that and they will help to resist the sheer<00:15:35.800><c> stresses</c><00:15:36.199><c> close</c><00:15:36.440><c> to</c><00:15:36.600><c> the</c><00:15:36.720><c> support</c><00:15:37.560><c> so</c> sheer stresses close to the support so sheer stresses close to the support so you<00:15:37.920><c> are</c><00:15:38.160><c> allowed</c><00:15:38.639><c> to</c><00:15:39.199><c> use</c><00:15:39.519><c> only</c><00:15:39.800><c> stups</c><00:15:40.440><c> or</c> you are allowed to use only stups or you are allowed to use only stups or links<00:15:41.399><c> or</c><00:15:41.680><c> you</c><00:15:41.839><c> can</c><00:15:42.040><c> use</c><00:15:42.319><c> combination</c><00:15:42.959><c> of</c> links or you can use combination of links or you can use combination of links<00:15:43.519><c> plus</c><00:15:43.759><c> pent</c><00:15:44.079><c> bars</c><00:15:44.319><c> you</c><00:15:44.399><c> cannot</c><00:15:44.680><c> use</c><00:15:44.959><c> only</c> links plus pent bars you cannot use only links plus pent bars you cannot use only bent<00:15:45.480><c> bars</c><00:15:45.839><c> without</c><00:15:46.079><c> links</c><00:15:46.519><c> because</c><00:15:47.360><c> the</c> bent bars without links because the bent bars without links because the links<00:15:47.959><c> are</c><00:15:48.639><c> uh</c><00:15:48.800><c> anyway</c><00:15:49.360><c> required</c><00:15:50.160><c> at</c><00:15:50.319><c> least</c> links are uh anyway required at least links are uh anyway required at least 50%<00:15:51.399><c> of</c><00:15:51.560><c> the</c><00:15:51.720><c> stresses</c><00:15:52.440><c> sheer</c><00:15:52.800><c> stress</c><00:15:53.160><c> should</c> 50% of the stresses sheer stress should 50% of the stresses sheer stress should be<00:15:53.519><c> carried</c><00:15:53.920><c> by</c><00:15:54.560><c> the</c><00:15:54.759><c> links</c><00:15:55.160><c> and</c><00:15:55.319><c> the</c><00:15:55.440><c> other</c><00:15:55.839><c> 50</c> be carried by the links and the other 50 be carried by the links and the other 50 or<00:15:56.440><c> less</c><00:15:57.000><c> can</c><00:15:57.160><c> be</c><00:15:57.319><c> carried</c><00:15:57.680><c> by</c><00:15:57.839><c> bent</c><00:15:58.120><c> bars</c><00:15:58.440><c> if</c> or less can be carried by bent bars if or less can be carried by bent bars if you<00:15:58.959><c> decided</c><00:15:59.319><c> to</c><00:15:59.480><c> go</c><00:15:59.639><c> with</c><00:15:59.759><c> the</c><00:15:59.880><c> bent</c> you decided to go with the bent you decided to go with the bent bars<00:16:02.600><c> now</c><00:16:02.839><c> it</c><00:16:02.959><c> is</c><00:16:03.160><c> important</c><00:16:03.560><c> to</c><00:16:03.759><c> provide</c> bars now it is important to provide bars now it is important to provide minimum<00:16:05.800><c> uh</c><00:16:06.680><c> Shear</c><00:16:07.160><c> reinforcement</c><00:16:08.160><c> to</c> minimum uh Shear reinforcement to minimum uh Shear reinforcement to minimize<00:16:08.880><c> the</c><00:16:09.120><c> thermal</c><00:16:09.480><c> and</c><00:16:09.639><c> shrinkage</c> minimize the thermal and shrinkage minimize the thermal and shrinkage cracking<00:16:11.079><c> so</c><00:16:11.399><c> the</c><00:16:11.560><c> code</c><00:16:11.839><c> is</c><00:16:12.000><c> requiring</c> cracking so the code is requiring cracking so the code is requiring similar<00:16:12.800><c> to</c><00:16:12.959><c> the</c><00:16:13.160><c> minimum</c><00:16:13.519><c> reinforcement</c><00:16:14.120><c> for</c> similar to the minimum reinforcement for similar to the minimum reinforcement for linal<00:16:15.040><c> bars</c><00:16:15.600><c> also</c><00:16:15.880><c> we</c><00:16:15.959><c> should</c><00:16:16.199><c> have</c><00:16:16.360><c> minimum</c> linal bars also we should have minimum linal bars also we should have minimum reinforcement<00:16:17.240><c> for</c><00:16:18.160><c> uh</c><00:16:18.279><c> Shear</c><00:16:18.920><c> uh</c> reinforcement for uh Shear uh reinforcement for uh Shear uh reinforcement<00:16:20.560><c> the</c><00:16:20.800><c> minimum</c><00:16:21.160><c> links</c><00:16:21.600><c> or</c><00:16:21.839><c> steer</c> reinforcement the minimum links or steer reinforcement the minimum links or steer ups<00:16:22.399><c> are</c><00:16:22.639><c> specified</c><00:16:23.199><c> in</c><00:16:23.360><c> the</c><00:16:23.519><c> code</c><00:16:23.839><c> to</c><00:16:24.040><c> resist</c> ups are specified in the code to resist ups are specified in the code to resist a<00:16:25.120><c> sheer</c><00:16:25.480><c> stress</c><00:16:25.839><c> of4</c><00:16:26.639><c> Newton</c><00:16:27.040><c> per</c><00:16:27.279><c> millimeter</c> a sheer stress of4 Newton per millimeter a sheer stress of4 Newton per millimeter square<00:16:28.959><c> so</c> square so square so the<00:16:31.199><c> the</c><00:16:31.399><c> minimum</c><00:16:32.199><c> Shear</c><00:16:32.480><c> reinforcement</c><00:16:33.079><c> will</c> the the minimum Shear reinforcement will the the minimum Shear reinforcement will resist<00:16:33.759><c> a</c><00:16:33.880><c> sheer</c><00:16:34.279><c> stress</c><00:16:34.600><c> of4</c><00:16:35.279><c> Newton</c><00:16:35.639><c> per</c> resist a sheer stress of4 Newton per resist a sheer stress of4 Newton per square<00:16:36.639><c> or</c><00:16:37.199><c> MEAP</c><00:16:37.600><c> Pascal</c><00:16:38.000><c> and</c><00:16:38.160><c> of</c><00:16:38.319><c> course</c><00:16:38.959><c> the</c> square or MEAP Pascal and of course the square or MEAP Pascal and of course the VC<00:16:40.120><c> will</c><00:16:40.399><c> take</c><00:16:40.759><c> its</c><00:16:41.040><c> part</c><00:16:41.440><c> also</c><00:16:41.800><c> because</c><00:16:42.120><c> part</c> VC will take its part also because part VC will take its part also because part of<00:16:42.440><c> the</c><00:16:42.519><c> shear</c><00:16:42.839><c> stresses</c><00:16:43.199><c> will</c><00:16:43.360><c> be</c><00:16:43.519><c> carried</c> of the shear stresses will be carried of the shear stresses will be carried also<00:16:44.240><c> by</c><00:16:44.880><c> the</c><00:16:45.240><c> concrete</c><00:16:45.720><c> so</c><00:16:45.959><c> the</c><00:16:46.079><c> shear</c> also by the concrete so the shear also by the concrete so the shear stresses<00:16:47.199><c> shared</c><00:16:47.720><c> by</c><00:16:48.519><c> concrete</c><00:16:49.440><c> and</c><00:16:50.360><c> some</c><00:16:51.199><c> uh</c> stresses shared by concrete and some uh stresses shared by concrete and some uh links<00:16:52.199><c> or</c><00:16:52.480><c> stups</c><00:16:53.240><c> and</c><00:16:53.399><c> in</c><00:16:53.600><c> this</c><00:16:53.759><c> case</c><00:16:53.959><c> if</c><00:16:54.079><c> we</c> links or stups and in this case if we links or stups and in this case if we have<00:16:54.440><c> minimum</c><00:16:54.839><c> the</c><00:16:54.959><c> minimum</c><00:16:55.360><c> will</c> have minimum the minimum will have minimum the minimum will be4<00:16:57.079><c> Newton</c><00:16:57.440><c> per</c><00:16:57.839><c> millimeter</c> be4 Newton per millimeter be4 Newton per millimeter square<00:17:00.839><c> and</c><00:17:01.240><c> how</c><00:17:01.399><c> to</c><00:17:01.600><c> get</c><00:17:01.800><c> the</c><00:17:02.000><c> area</c><00:17:02.360><c> of</c> square and how to get the area of square and how to get the area of minimum<00:17:03.120><c> lengths</c><00:17:03.839><c> okay</c><00:17:04.160><c> we</c><00:17:04.280><c> can</c><00:17:04.559><c> get</c><00:17:04.679><c> it</c><00:17:05.000><c> from</c> minimum lengths okay we can get it from minimum lengths okay we can get it from this<00:17:06.000><c> equation</c><00:17:06.520><c> ASV</c><00:17:07.280><c> should</c><00:17:07.520><c> be</c><00:17:07.720><c> greater</c><00:17:08.120><c> than</c> this equation ASV should be greater than this equation ASV should be greater than or<00:17:08.559><c> equal</c><00:17:08.880><c> to4</c><00:17:09.640><c> BV</c><00:17:10.160><c> SV</c><00:17:11.160><c> divided</c><00:17:11.600><c> by</c><00:17:12.000><c> 0.95</c><00:17:13.280><c> fyv</c> or equal to4 BV SV divided by 0.95 fyv or equal to4 BV SV divided by 0.95 fyv what<00:17:14.400><c> are</c><00:17:14.640><c> these</c><00:17:14.959><c> values</c><00:17:15.559><c> ASV</c><00:17:16.240><c> is</c><00:17:16.400><c> the</c><00:17:16.559><c> area</c><00:17:16.919><c> of</c> what are these values ASV is the area of what are these values ASV is the area of the<00:17:18.120><c> links</c><00:17:18.720><c> or</c><00:17:18.959><c> the</c><00:17:19.120><c> steups</c><00:17:19.919><c> if</c><00:17:20.039><c> we</c><00:17:20.199><c> take</c><00:17:20.319><c> a</c> the links or the steups if we take a the links or the steups if we take a cross-section<00:17:21.000><c> in</c><00:17:21.199><c> this</c><00:17:21.360><c> beam</c><00:17:21.799><c> this</c><00:17:22.000><c> is</c><00:17:22.160><c> the</c> cross-section in this beam this is the cross-section in this beam this is the link<00:17:22.760><c> here</c><00:17:23.679><c> okay</c><00:17:24.120><c> this</c><00:17:24.919><c> rectangle</c><00:17:25.480><c> is</c><00:17:25.640><c> the</c> link here okay this rectangle is the link here okay this rectangle is the link<00:17:26.480><c> so</c><00:17:26.720><c> the</c><00:17:26.880><c> ASV</c><00:17:27.520><c> is</c><00:17:27.640><c> the</c><00:17:27.799><c> sumission</c><00:17:28.360><c> of</c><00:17:28.600><c> this</c> link so the ASV is the sumission of this link so the ASV is the sumission of this leg<00:17:29.360><c> and</c><00:17:29.600><c> this</c><00:17:29.799><c> leg</c><00:17:30.799><c> so</c><00:17:31.640><c> here</c><00:17:31.799><c> we</c><00:17:31.960><c> have</c><00:17:32.160><c> two</c> leg and this leg so here we have two leg and this leg so here we have two legs<00:17:33.480><c> so</c><00:17:33.720><c> the</c><00:17:33.880><c> ASV</c><00:17:34.480><c> will</c><00:17:34.640><c> be</c><00:17:35.640><c> half</c><00:17:36.039><c> here</c><00:17:36.240><c> and</c> legs so the ASV will be half here and legs so the ASV will be half here and half<00:17:36.720><c> here</c><00:17:37.039><c> so</c><00:17:37.520><c> this</c><00:17:37.799><c> part</c><00:17:38.039><c> is</c><00:17:38.240><c> ASV</c><00:17:38.840><c> over</c><00:17:39.080><c> two</c> half here so this part is ASV over two half here so this part is ASV over two and<00:17:39.679><c> this</c><00:17:39.919><c> part</c><00:17:40.120><c> is</c><00:17:40.320><c> ASV</c><00:17:40.919><c> over</c><00:17:41.160><c> two</c><00:17:41.720><c> so</c><00:17:41.960><c> the</c> and this part is ASV over two so the and this part is ASV over two so the total<00:17:42.440><c> ASV</c><00:17:43.000><c> will</c><00:17:43.160><c> be</c><00:17:43.360><c> the</c><00:17:43.520><c> area</c><00:17:43.880><c> of</c><00:17:44.360><c> one</c><00:17:44.880><c> bar</c> total ASV will be the area of one bar total ASV will be the area of one bar here<00:17:45.400><c> multiplied</c><00:17:46.039><c> by</c><00:17:46.200><c> two</c><00:17:46.480><c> because</c><00:17:46.760><c> you</c><00:17:47.000><c> have</c> here multiplied by two because you have here multiplied by two because you have two<00:17:48.039><c> bars</c><00:17:48.480><c> so</c><00:17:48.960><c> this</c><00:17:49.200><c> ASV</c><00:17:49.919><c> is</c><00:17:50.039><c> the</c><00:17:50.320><c> sumission</c><00:17:50.880><c> of</c> two bars so this ASV is the sumission of two bars so this ASV is the sumission of the<00:17:51.240><c> area</c><00:17:51.559><c> of</c><00:17:51.799><c> the</c><00:17:52.640><c> uh</c><00:17:53.000><c> total</c><00:17:53.320><c> legs</c><00:17:53.640><c> of</c><00:17:53.760><c> the</c> the area of the uh total legs of the the area of the uh total legs of the stups<00:17:54.480><c> here</c><00:17:54.640><c> we</c><00:17:54.799><c> have</c><00:17:54.960><c> two</c><00:17:55.159><c> legs</c><00:17:56.159><c> uh</c><00:17:56.280><c> so</c><00:17:56.440><c> it</c> stups here we have two legs uh so it stups here we have two legs uh so it will<00:17:56.720><c> be</c><00:17:56.840><c> the</c><00:17:57.000><c> area</c><00:17:57.280><c> of</c><00:17:57.760><c> this</c><00:17:57.960><c> bar</c><00:17:58.240><c> and</c><00:17:58.400><c> the</c> will be the area of this bar and the will be the area of this bar and the area<00:17:58.720><c> of</c><00:17:58.840><c> of</c><00:17:58.960><c> the</c><00:17:59.120><c> bar</c><00:17:59.400><c> here</c><00:17:59.880><c> usually</c><00:18:00.360><c> if</c><00:18:00.520><c> we</c> area of of the bar here usually if we area of of the bar here usually if we are<00:18:00.799><c> using</c><00:18:01.280><c> like</c><00:18:01.520><c> diameter</c><00:18:02.080><c> of</c><00:18:02.640><c> 8</c><00:18:02.960><c> mm</c><00:18:03.559><c> lengths</c> are using like diameter of 8 mm lengths are using like diameter of 8 mm lengths and<00:18:04.679><c> the</c><00:18:04.840><c> area</c><00:18:05.080><c> of</c><00:18:05.200><c> the</c><00:18:05.320><c> bar</c><00:18:05.559><c> is</c><00:18:05.720><c> about</c><00:18:06.000><c> 50</c><00:18:06.360><c> so</c> and the area of the bar is about 50 so and the area of the bar is about 50 so the<00:18:06.679><c> total</c><00:18:07.000><c> will</c><00:18:07.120><c> be</c><00:18:07.320><c> about</c><00:18:07.799><c> 100</c><00:18:08.159><c> mm</c><00:18:09.159><c> squar</c><00:18:09.679><c> and</c> the total will be about 100 mm squar and the total will be about 100 mm squar and of<00:18:10.039><c> course</c><00:18:10.320><c> if</c><00:18:10.440><c> you</c><00:18:10.640><c> increase</c><00:18:11.039><c> the</c><00:18:11.159><c> diameter</c> of course if you increase the diameter of course if you increase the diameter of<00:18:11.720><c> the</c><00:18:11.840><c> link</c><00:18:12.080><c> you</c><00:18:12.280><c> increase</c><00:18:12.640><c> the</c><00:18:13.080><c> ACV</c><00:18:14.080><c> now</c> of the link you increase the ACV now of the link you increase the ACV now what<00:18:14.440><c> is</c><00:18:14.640><c> BV</c><00:18:15.120><c> and</c><00:18:15.360><c> SV</c><00:18:16.039><c> BV</c><00:18:16.559><c> is</c><00:18:16.760><c> the</c><00:18:17.640><c> uh</c><00:18:18.520><c> width</c><00:18:18.919><c> of</c> what is BV and SV BV is the uh width of what is BV and SV BV is the uh width of the<00:18:19.880><c> cross-section</c><00:18:20.880><c> width</c><00:18:21.360><c> here</c><00:18:21.600><c> is</c><00:18:22.120><c> BV</c><00:18:23.120><c> SV</c><00:18:23.720><c> is</c> the cross-section width here is BV SV is the cross-section width here is BV SV is the<00:18:24.039><c> distance</c><00:18:24.559><c> between</c><00:18:25.120><c> the</c><00:18:25.280><c> steup</c><00:18:25.760><c> and</c> the distance between the steup and the distance between the steup and another<00:18:26.280><c> steup</c><00:18:26.760><c> the</c><00:18:26.919><c> distance</c><00:18:27.320><c> between</c><00:18:27.679><c> links</c> another steup the distance between links another steup the distance between links we<00:18:28.240><c> call</c><00:18:28.520><c> them</c><00:18:28.919><c> SV</c><00:18:29.919><c> and</c><00:18:30.120><c> all</c><00:18:30.280><c> of</c><00:18:30.440><c> that</c><00:18:30.559><c> will</c><00:18:30.720><c> be</c> we call them SV and all of that will be we call them SV and all of that will be divided<00:18:31.320><c> by</c><00:18:31.480><c> 095</c><00:18:32.320><c> fyv</c><00:18:33.039><c> what</c><00:18:33.159><c> is</c><00:18:33.320><c> fyv</c><00:18:33.880><c> the</c><00:18:34.159><c> yield</c> divided by 095 fyv what is fyv the yield divided by 095 fyv what is fyv the yield strength<00:18:35.679><c> of</c><00:18:35.919><c> the</c><00:18:36.360><c> steel</c><00:18:36.840><c> used</c><00:18:37.159><c> for</c><00:18:37.360><c> stups</c> strength of the steel used for stups strength of the steel used for stups sometimes<00:18:38.559><c> you</c><00:18:38.799><c> use</c><00:18:39.799><c> different</c><00:18:40.200><c> steel</c><00:18:40.520><c> for</c> sometimes you use different steel for sometimes you use different steel for linal<00:18:41.320><c> bars</c><00:18:41.679><c> and</c><00:18:41.880><c> another</c><00:18:42.240><c> Steel</c><00:18:42.559><c> in</c><00:18:42.720><c> the</c><00:18:42.960><c> for</c> linal bars and another Steel in the for linal bars and another Steel in the for the<00:18:43.280><c> steups</c><00:18:44.120><c> so</c><00:18:44.440><c> just</c><00:18:44.600><c> to</c><00:18:44.919><c> specify</c><00:18:45.840><c> the</c> the steups so just to specify the the steups so just to specify the fyv<00:18:48.159><c> if</c><00:18:48.520><c> this</c><00:18:48.640><c> is</c><00:18:48.840><c> the</c><00:18:49.559><c> yield</c><00:18:50.120><c> stress</c><00:18:50.559><c> or</c><00:18:50.799><c> yield</c> fyv if this is the yield stress or yield fyv if this is the yield stress or yield strength<00:18:51.640><c> of</c><00:18:51.840><c> the</c><00:18:52.360><c> stups</c><00:18:53.240><c> sometimes</c><00:18:53.520><c> it</c><00:18:53.640><c> could</c> strength of the stups sometimes it could strength of the stups sometimes it could be<00:18:54.000><c> the</c><00:18:54.159><c> same</c><00:18:54.440><c> material</c><00:18:55.280><c> as</c><00:18:55.440><c> the</c><00:18:55.600><c> linal</c><00:18:56.200><c> bar</c><00:18:56.480><c> so</c> be the same material as the linal bar so be the same material as the linal bar so it<00:18:56.840><c> could</c><00:18:57.000><c> be</c><00:18:57.200><c> also</c><00:18:57.520><c> the</c><00:18:57.679><c> same</c><00:18:58.559><c> now</c><00:18:58.840><c> now</c><00:18:59.000><c> within</c> it could be also the same now now within it could be also the same now now within this<00:18:59.480><c> equation</c><00:18:59.880><c> we</c><00:19:00.039><c> have</c><00:19:00.400><c> two</c> this equation we have two this equation we have two unknowns<00:19:02.200><c> BV</c><00:19:02.679><c> and</c><00:19:02.919><c> fyv</c><00:19:03.520><c> they</c><00:19:03.640><c> are</c><00:19:03.799><c> known</c><00:19:04.760><c> so</c> unknowns BV and fyv they are known so unknowns BV and fyv they are known so ASV<00:19:06.320><c> this</c><00:19:06.520><c> depends</c><00:19:06.960><c> on</c><00:19:07.159><c> the</c><00:19:07.480><c> diameter</c><00:19:07.960><c> of</c><00:19:08.080><c> the</c> ASV this depends on the diameter of the ASV this depends on the diameter of the length<00:19:08.480><c> so</c><00:19:08.600><c> we</c><00:19:08.720><c> don't</c><00:19:08.919><c> know</c><00:19:09.080><c> the</c><00:19:09.200><c> diameter</c><00:19:09.640><c> we</c> length so we don't know the diameter we length so we don't know the diameter we need<00:19:09.840><c> to</c><00:19:10.000><c> design</c><00:19:10.400><c> which</c><00:19:10.600><c> diameter</c><00:19:11.000><c> we</c><00:19:11.080><c> will</c> need to design which diameter we will need to design which diameter we will use<00:19:11.520><c> we</c><00:19:11.640><c> will</c><00:19:11.799><c> use</c><00:19:12.000><c> 8</c><00:19:12.360><c> or</c><00:19:12.559><c> 10</c><00:19:12.880><c> or</c><00:19:13.120><c> 12</c><00:19:13.600><c> mm</c><00:19:14.600><c> and</c> use we will use 8 or 10 or 12 mm and use we will use 8 or 10 or 12 mm and also<00:19:15.200><c> the</c><00:19:15.360><c> spacing</c><00:19:15.799><c> between</c><00:19:16.200><c> steups</c><00:19:17.080><c> we</c><00:19:17.240><c> don't</c> also the spacing between steups we don't also the spacing between steups we don't know<00:19:17.640><c> also</c><00:19:17.880><c> the</c><00:19:18.000><c> spacing</c><00:19:18.360><c> between</c><00:19:18.720><c> steups</c><00:19:19.159><c> and</c> know also the spacing between steups and know also the spacing between steups and when<00:19:19.400><c> you</c><00:19:19.559><c> have</c><00:19:19.760><c> something</c><00:19:20.159><c> like</c><00:19:20.400><c> that</c><00:19:20.600><c> and</c> when you have something like that and when you have something like that and you<00:19:21.400><c> have</c><00:19:22.400><c> uh</c><00:19:23.120><c> an</c><00:19:23.320><c> equation</c><00:19:23.720><c> with</c><00:19:23.880><c> two</c> you have uh an equation with two you have uh an equation with two unknowns<00:19:24.480><c> so</c><00:19:24.640><c> we</c><00:19:24.720><c> can</c><00:19:24.960><c> assume</c><00:19:25.280><c> one</c><00:19:25.480><c> and</c><00:19:25.679><c> get</c> unknowns so we can assume one and get unknowns so we can assume one and get the<00:19:26.000><c> other</c><00:19:26.559><c> usually</c><00:19:27.000><c> we</c><00:19:27.120><c> can</c><00:19:27.320><c> assume</c><00:19:27.679><c> the</c> the other usually we can assume the the other usually we can assume the diameter<00:19:28.760><c> of</c><00:19:28.919><c> the</c><00:19:29.159><c> link</c><00:19:30.080><c> once</c><00:19:30.280><c> we</c><00:19:30.480><c> have</c><00:19:30.600><c> the</c> diameter of the link once we have the diameter of the link once we have the diameter<00:19:31.200><c> we</c><00:19:31.320><c> can</c><00:19:31.520><c> get</c><00:19:31.679><c> the</c><00:19:31.840><c> ASV</c><00:19:32.679><c> the</c><00:19:32.880><c> area</c><00:19:33.200><c> of</c> diameter we can get the ASV the area of diameter we can get the ASV the area of the<00:19:33.640><c> two</c><00:19:33.880><c> legs</c><00:19:34.440><c> so</c><00:19:34.640><c> the</c><00:19:34.799><c> ASV</c><00:19:35.360><c> will</c><00:19:35.520><c> be</c><00:19:35.679><c> known</c> the two legs so the ASV will be known the two legs so the ASV will be known and<00:19:36.159><c> the</c><00:19:36.320><c> only</c><00:19:36.600><c> an</c><00:19:36.840><c> known</c><00:19:37.080><c> in</c><00:19:37.320><c> this</c><00:19:37.480><c> case</c><00:19:37.720><c> will</c> and the only an known in this case will and the only an known in this case will be<00:19:38.600><c> the</c><00:19:38.799><c> spacing</c><00:19:39.799><c> when</c><00:19:39.960><c> you</c><00:19:40.480><c> increase</c><00:19:41.000><c> the</c> be the spacing when you increase the be the spacing when you increase the diameter<00:19:41.960><c> the</c><00:19:42.159><c> spacing</c><00:19:42.640><c> also</c><00:19:42.880><c> will</c><00:19:43.120><c> increase</c> diameter the spacing also will increase diameter the spacing also will increase when<00:19:44.039><c> you</c><00:19:44.360><c> decrease</c><00:19:44.799><c> the</c><00:19:44.960><c> diameter</c><00:19:45.400><c> the</c><00:19:45.559><c> ACV</c> when you decrease the diameter the ACV when you decrease the diameter the ACV will<00:19:46.240><c> decrease</c><00:19:46.640><c> and</c><00:19:46.840><c> also</c><00:19:47.080><c> the</c><00:19:47.240><c> spacing</c><00:19:47.720><c> will</c> will decrease and also the spacing will will decrease and also the spacing will decrease<00:19:51.039><c> uh</c><00:19:51.159><c> in</c><00:19:51.320><c> members</c><00:19:51.760><c> of</c><00:19:51.960><c> minor</c> decrease uh in members of minor decrease uh in members of minor importance<00:19:53.000><c> such</c><00:19:53.240><c> as</c><00:19:53.440><c> lentil</c><00:19:53.960><c> beams</c><00:19:54.520><c> or</c><00:19:54.799><c> where</c> importance such as lentil beams or where importance such as lentil beams or where V<00:19:55.440><c> is</c><00:19:55.600><c> less</c><00:19:55.880><c> than</c><00:19:56.080><c> 0.5</c><00:19:57.039><c> VC</c><00:19:57.600><c> links</c><00:19:58.000><c> may</c><00:19:58.120><c> be</c><00:19:58.280><c> omed</c> V is less than 0.5 VC links may be omed V is less than 0.5 VC links may be omed so<00:19:59.760><c> if</c><00:19:59.880><c> you</c><00:20:00.039><c> have</c><00:20:00.159><c> a</c><00:20:00.280><c> lentil</c><00:20:00.640><c> beam</c><00:20:00.960><c> which</c><00:20:01.080><c> is</c> so if you have a lentil beam which is so if you have a lentil beam which is like<00:20:01.480><c> not</c><00:20:01.720><c> important</c><00:20:02.240><c> beam</c><00:20:02.640><c> above</c><00:20:02.919><c> windows</c><00:20:03.280><c> or</c> like not important beam above windows or like not important beam above windows or above<00:20:04.640><c> doors</c><00:20:05.640><c> uh</c><00:20:05.840><c> and</c><00:20:06.080><c> VC</c><00:20:06.520><c> is</c><00:20:06.960><c> very</c><00:20:07.200><c> low</c><00:20:08.080><c> it's</c> above doors uh and VC is very low it's above doors uh and VC is very low it's less<00:20:08.640><c> than</c><00:20:09.000><c> half</c><00:20:09.240><c> of</c><00:20:09.440><c> the</c><00:20:09.600><c> VC</c><00:20:10.000><c> in</c><00:20:10.200><c> this</c><00:20:10.400><c> case</c> less than half of the VC in this case less than half of the VC in this case you<00:20:10.760><c> may</c><00:20:11.240><c> not</c><00:20:11.520><c> use</c><00:20:11.919><c> steups</c><00:20:12.559><c> otherwise</c><00:20:13.559><c> you</c> you may not use steups otherwise you you may not use steups otherwise you should<00:20:13.960><c> use</c><00:20:14.320><c> at</c><00:20:14.480><c> least</c><00:20:14.760><c> minimum</c><00:20:15.120><c> steups</c><00:20:15.640><c> in</c> should use at least minimum steups in should use at least minimum steups in all<00:20:16.159><c> important</c><00:20:17.120><c> uh</c><00:20:17.200><c> elements</c><00:20:17.640><c> or</c><00:20:17.880><c> whenever</c> all important uh elements or whenever all important uh elements or whenever the<00:20:18.799><c> V</c><00:20:19.039><c> is</c><00:20:19.200><c> greater</c><00:20:19.640><c> than</c><00:20:20.159><c> half</c><00:20:20.480><c> of</c><00:20:20.720><c> the</c> the V is greater than half of the the V is greater than half of the VC<00:20:23.120><c> according</c><00:20:23.520><c> to</c><00:20:23.720><c> the</c><00:20:23.960><c> BS</c><00:20:24.360><c> code</c><00:20:24.720><c> also</c><00:20:25.400><c> design</c> VC according to the BS code also design VC according to the BS code also design links<00:20:26.480><c> are</c><00:20:26.760><c> required</c><00:20:27.360><c> when</c><00:20:27.600><c> the</c><00:20:27.720><c> V</c><00:20:27.960><c> is</c><00:20:28.120><c> greater</c> links are required when the V is greater links are required when the V is greater than<00:20:28.760><c> VC</c><00:20:29.159><c> plus</c><00:20:29.400><c> point4</c><00:20:30.080><c> because</c><00:20:30.360><c> we</c><00:20:30.480><c> said</c><00:20:31.120><c> this</c> than VC plus point4 because we said this than VC plus point4 because we said this point4<00:20:32.240><c> when</c><00:20:32.919><c> is</c><00:20:33.120><c> already</c><00:20:33.520><c> covered</c><00:20:33.919><c> by</c><00:20:34.039><c> the</c> point4 when is already covered by the point4 when is already covered by the minimum<00:20:34.559><c> lengths</c><00:20:35.440><c> so</c><00:20:35.679><c> if</c><00:20:35.799><c> the</c><00:20:35.919><c> shear</c><00:20:36.280><c> stress</c> minimum lengths so if the shear stress minimum lengths so if the shear stress is<00:20:36.880><c> greater</c><00:20:37.320><c> than</c><00:20:37.760><c> Shear</c><00:20:38.120><c> carried</c><00:20:38.440><c> by</c><00:20:38.600><c> the</c> is greater than Shear carried by the is greater than Shear carried by the concrete<00:20:39.760><c> plus4</c><00:20:40.760><c> in</c><00:20:40.919><c> this</c><00:20:41.120><c> case</c><00:20:41.280><c> we</c><00:20:41.400><c> need</c><00:20:41.559><c> to</c> concrete plus4 in this case we need to concrete plus4 in this case we need to design<00:20:42.720><c> or</c><00:20:43.039><c> links</c><00:20:43.480><c> which</c><00:20:43.640><c> will</c><00:20:43.799><c> be</c><00:20:43.960><c> more</c><00:20:44.200><c> than</c> design or links which will be more than design or links which will be more than the<00:20:44.480><c> minimum</c><00:20:45.440><c> in</c><00:20:45.679><c> this</c><00:20:45.880><c> case</c><00:20:46.200><c> we</c><00:20:46.320><c> can</c><00:20:46.520><c> get</c><00:20:46.679><c> the</c> the minimum in this case we can get the the minimum in this case we can get the area<00:20:47.159><c> of</c><00:20:47.320><c> the</c><00:20:47.520><c> steups</c><00:20:48.080><c> or</c><00:20:48.240><c> the</c><00:20:48.360><c> details</c><00:20:48.720><c> of</c><00:20:48.880><c> the</c> area of the steups or the details of the area of the steups or the details of the steups<00:20:49.440><c> using</c><00:20:49.799><c> this</c><00:20:50.039><c> equation</c><00:20:50.880><c> ASV</c><00:20:51.600><c> equal</c> steups using this equation ASV equal steups using this equation ASV equal bvsv<00:20:53.000><c> multiplied</c><00:20:53.640><c> by</c><00:20:53.799><c> vus</c><00:20:54.360><c> VC</c><00:20:55.320><c> /95</c><00:20:56.320><c> FY</c><00:20:57.039><c> v</c><00:20:57.880><c> vus</c><00:20:58.400><c> v</c> bvsv multiplied by vus VC /95 FY v vus v bvsv multiplied by vus VC /95 FY v vus v VC<00:20:58.919><c> in</c><00:20:59.080><c> this</c><00:20:59.240><c> case</c><00:20:59.440><c> will</c><00:20:59.640><c> be</c><00:20:59.840><c> greater</c><00:21:00.559><c> than4</c><00:21:01.559><c> if</c> VC in this case will be greater than4 if VC in this case will be greater than4 if you<00:21:01.799><c> take</c><00:21:01.960><c> it</c><00:21:02.120><c> the</c><00:21:02.280><c> other</c><00:21:02.559><c> side</c><00:21:02.840><c> so</c><00:21:03.000><c> V</c><00:21:03.200><c> minus</c><00:21:03.520><c> VC</c> you take it the other side so V minus VC you take it the other side so V minus VC in<00:21:04.039><c> this</c><00:21:04.200><c> case</c><00:21:04.360><c> should</c><00:21:04.559><c> be</c><00:21:04.760><c> greater</c> in this case should be greater in this case should be greater than4<00:21:06.919><c> and</c><00:21:07.120><c> therefore</c><00:21:07.600><c> it</c><00:21:07.720><c> is</c><00:21:07.919><c> more</c><00:21:08.240><c> than</c><00:21:08.640><c> the</c> than4 and therefore it is more than the than4 and therefore it is more than the minimum<00:21:09.400><c> lengths</c><00:21:10.320><c> so</c><00:21:10.679><c> from</c><00:21:10.960><c> this</c><00:21:11.159><c> equation</c> minimum lengths so from this equation minimum lengths so from this equation everything<00:21:12.200><c> we</c><00:21:12.320><c> know</c><00:21:12.720><c> again</c><00:21:13.320><c> ASV</c><00:21:14.000><c> is</c><00:21:14.120><c> the</c><00:21:14.279><c> area</c> everything we know again ASV is the area everything we know again ASV is the area which<00:21:14.960><c> is</c><00:21:15.159><c> unknown</c><00:21:15.600><c> at</c><00:21:15.720><c> the</c><00:21:15.880><c> beginning</c><00:21:16.240><c> SCV</c> which is unknown at the beginning SCV which is unknown at the beginning SCV also<00:21:17.120><c> is</c><00:21:17.279><c> unknown</c><00:21:17.679><c> others</c><00:21:18.039><c> are</c><00:21:18.200><c> known</c><00:21:18.440><c> for</c><00:21:18.679><c> us</c> also is unknown others are known for us also is unknown others are known for us so<00:21:19.039><c> we</c><00:21:19.240><c> assume</c><00:21:19.559><c> the</c><00:21:19.760><c> ASV</c><00:21:20.320><c> and</c><00:21:20.440><c> we</c><00:21:20.600><c> get</c><00:21:20.799><c> the</c> so we assume the ASV and we get the so we assume the ASV and we get the spacing<00:21:21.799><c> between</c><00:21:22.080><c> links</c><00:21:22.559><c> as</c><00:21:22.760><c> in</c><00:21:22.880><c> the</c><00:21:23.200><c> previous</c> spacing between links as in the previous spacing between links as in the previous case<00:21:26.000><c> and</c><00:21:26.360><c> the</c><00:21:26.600><c> value</c><00:21:26.919><c> of</c><00:21:27.120><c> V</c><00:21:27.480><c> here</c><00:21:27.679><c> is</c><00:21:27.799><c> the</c> case and the value of V here is the case and the value of V here is the sheerest sheerest sheerest at<00:21:29.440><c> the</c><00:21:29.679><c> sheer</c><00:21:30.080><c> critical</c><00:21:30.640><c> section</c><00:21:31.559><c> where</c><00:21:31.720><c> is</c> at the sheer critical section where is at the sheer critical section where is the<00:21:31.960><c> sheer</c><00:21:32.279><c> critical</c><00:21:32.760><c> section</c><00:21:33.200><c> we'll</c><00:21:33.440><c> talk</c> the sheer critical section we'll talk the sheer critical section we'll talk about<00:21:34.000><c> this</c><00:21:34.159><c> within</c><00:21:34.480><c> few</c><00:21:34.720><c> minutes</c><00:21:35.559><c> but</c> about this within few minutes but about this within few minutes but usually<00:21:36.279><c> it</c><00:21:36.360><c> is</c><00:21:36.640><c> at</c><00:21:36.799><c> a</c><00:21:37.000><c> distance</c><00:21:37.480><c> D</c><00:21:37.799><c> from</c><00:21:38.000><c> the</c> usually it is at a distance D from the usually it is at a distance D from the face<00:21:38.360><c> of</c><00:21:38.480><c> the</c><00:21:38.640><c> support</c><00:21:39.200><c> we</c><00:21:39.520><c> sometimes</c><00:21:39.799><c> we</c><00:21:39.960><c> call</c> face of the support we sometimes we call face of the support we sometimes we call it<00:21:40.520><c> v</c><00:21:40.919><c> d</c><00:21:41.720><c> so</c><00:21:41.960><c> the</c><00:21:42.080><c> sheer</c><00:21:42.520><c> stress</c><00:21:42.960><c> that</c><00:21:43.120><c> we</c><00:21:43.279><c> use</c> it v d so the sheer stress that we use it v d so the sheer stress that we use it<00:21:43.640><c> for</c><00:21:43.840><c> the</c><00:21:44.039><c> design</c><00:21:44.360><c> of</c><00:21:44.559><c> the</c><00:21:44.760><c> steup</c><00:21:45.440><c> is</c><00:21:45.559><c> the</c> it for the design of the steup is the it for the design of the steup is the sheer<00:21:46.120><c> stress</c><00:21:46.559><c> at</c><00:21:46.760><c> the</c><00:21:46.919><c> critical</c><00:21:47.400><c> section</c> sheer stress at the critical section sheer stress at the critical section which<00:21:48.039><c> is</c><00:21:48.279><c> at</c><00:21:48.600><c> distance</c><00:21:49.080><c> D</c><00:21:49.760><c> at</c><00:21:49.919><c> the</c><00:21:50.159><c> effective</c> which is at distance D at the effective which is at distance D at the effective depth<00:21:50.960><c> distance</c><00:21:51.360><c> from</c><00:21:51.559><c> the</c><00:21:51.760><c> face</c><00:21:52.000><c> of</c><00:21:52.200><c> the</c> depth distance from the face of the depth distance from the face of the support<00:21:53.400><c> and</c><00:21:53.559><c> we</c><00:21:53.640><c> will</c><00:21:53.799><c> see</c><00:21:54.120><c> this</c><00:21:54.520><c> in</c><00:21:55.480><c> uh</c><00:21:55.600><c> our</c> support and we will see this in uh our support and we will see this in uh our examples<00:21:57.840><c> some</c><00:21:58.080><c> notes</c><00:21:58.640><c> here</c><00:21:58.799><c> also</c><00:21:59.159><c> like</c><00:21:59.400><c> this</c> examples some notes here also like this examples some notes here also like this figure<00:21:59.880><c> shows</c><00:22:00.240><c> or</c><00:22:00.400><c> summarize</c><00:22:01.000><c> all</c><00:22:01.200><c> the</c><00:22:01.440><c> design</c> figure shows or summarize all the design figure shows or summarize all the design uh<00:22:02.400><c> requirements</c><00:22:03.000><c> of</c><00:22:03.159><c> Shear</c><00:22:03.799><c> or</c><00:22:04.480><c> or</c><00:22:04.640><c> links</c><00:22:05.240><c> by</c> uh requirements of Shear or or links by uh requirements of Shear or or links by uh<00:22:06.159><c> the</c><00:22:06.440><c> BS</c><00:22:06.880><c> code</c><00:22:07.760><c> we</c><00:22:07.880><c> can</c><00:22:08.000><c> see</c><00:22:08.240><c> here</c><00:22:08.400><c> at</c><00:22:08.640><c> the</c> uh the BS code we can see here at the uh the BS code we can see here at the horizontal<00:22:09.559><c> axis</c><00:22:09.919><c> this</c><00:22:10.039><c> is</c><00:22:10.159><c> the</c><00:22:10.279><c> shear</c><00:22:10.679><c> stress</c> horizontal axis this is the shear stress horizontal axis this is the shear stress and<00:22:11.240><c> the</c><00:22:11.440><c> vertical</c><00:22:11.919><c> axis</c><00:22:12.240><c> is</c><00:22:12.400><c> the</c><00:22:12.559><c> area</c><00:22:12.840><c> of</c><00:22:13.039><c> the</c> and the vertical axis is the area of the and the vertical axis is the area of the required<00:22:14.000><c> Shear</c> required Shear required Shear reinforcement<00:22:15.840><c> and</c><00:22:16.039><c> we</c><00:22:16.200><c> have</c><00:22:16.480><c> like</c><00:22:16.919><c> at</c><00:22:17.240><c> 05</c><00:22:17.880><c> VC</c> reinforcement and we have like at 05 VC reinforcement and we have like at 05 VC less<00:22:18.799><c> than</c><00:22:19.080><c> 0.5</c><00:22:19.679><c> VC</c><00:22:20.120><c> if</c><00:22:20.240><c> the</c><00:22:20.360><c> sheer</c><00:22:20.720><c> stress</c><00:22:21.120><c> is</c> less than 0.5 VC if the sheer stress is less than 0.5 VC if the sheer stress is less<00:22:21.679><c> than</c><00:22:21.919><c> 0.5</c><00:22:22.559><c> VC</c><00:22:23.039><c> this</c><00:22:23.279><c> part</c><00:22:23.679><c> here</c><00:22:24.679><c> no</c><00:22:24.919><c> links</c> less than 0.5 VC this part here no links less than 0.5 VC this part here no links required<00:22:25.960><c> in</c><00:22:26.120><c> members</c><00:22:26.520><c> of</c><00:22:26.720><c> minor</c><00:22:27.520><c> importance</c> required in members of minor importance required in members of minor importance from<00:22:29.320><c> 0.5</c><00:22:30.039><c> VC</c><00:22:30.520><c> to</c><00:22:30.760><c> VC</c><00:22:31.240><c> plus</c><00:22:31.520><c> point4</c><00:22:32.159><c> we</c><00:22:32.279><c> use</c> from 0.5 VC to VC plus point4 we use from 0.5 VC to VC plus point4 we use minimum<00:22:33.120><c> links</c><00:22:34.039><c> okay</c><00:22:34.279><c> minimum</c><00:22:34.640><c> links</c><00:22:34.960><c> are</c> minimum links okay minimum links are minimum links okay minimum links are required<00:22:35.679><c> and</c><00:22:35.840><c> we</c><00:22:35.960><c> get</c><00:22:36.159><c> them</c><00:22:36.320><c> from</c><00:22:36.640><c> this</c> required and we get them from this required and we get them from this equation<00:22:37.320><c> which</c><00:22:37.480><c> we</c><00:22:37.679><c> just</c><00:22:37.880><c> show</c><00:22:38.159><c> a</c><00:22:38.240><c> few</c> equation which we just show a few equation which we just show a few minutes<00:22:39.279><c> ago</c><00:22:40.080><c> and</c><00:22:40.320><c> if</c><00:22:40.520><c> the</c><00:22:40.799><c> shear</c><00:22:41.240><c> stress</c><00:22:41.600><c> is</c> minutes ago and if the shear stress is minutes ago and if the shear stress is greater<00:22:42.200><c> than</c><00:22:42.400><c> vc+</c><00:22:43.039><c> point4</c><00:22:43.840><c> you</c><00:22:44.000><c> can</c><00:22:44.159><c> see</c><00:22:44.480><c> that</c> greater than vc+ point4 you can see that greater than vc+ point4 you can see that the<00:22:45.720><c> area</c><00:22:46.240><c> of</c><00:22:46.840><c> Shear</c><00:22:47.159><c> reinforcement</c><00:22:47.799><c> will</c> the area of Shear reinforcement will the area of Shear reinforcement will increase<00:22:48.640><c> as</c><00:22:48.799><c> the</c><00:22:48.919><c> shear</c><00:22:49.279><c> will</c><00:22:49.480><c> increase</c><00:22:50.039><c> here</c> increase as the shear will increase here increase as the shear will increase here and<00:22:50.760><c> we</c><00:22:50.880><c> can</c><00:22:51.039><c> get</c><00:22:51.279><c> this</c><00:22:51.559><c> from</c><00:22:51.840><c> the</c><00:22:52.120><c> last</c> and we can get this from the last and we can get this from the last equations<00:22:53.080><c> that</c><00:22:53.200><c> we</c><00:22:53.320><c> show</c><00:22:53.559><c> in</c><00:22:53.679><c> the</c><00:22:53.960><c> previous</c> equations that we show in the previous equations that we show in the previous slide<00:22:56.039><c> so</c><00:22:56.480><c> this</c><00:22:56.600><c> is</c><00:22:56.799><c> summarize</c><00:22:57.400><c> the</c><00:22:57.919><c> uh</c><00:22:58.080><c> values</c> slide so this is summarize the uh values slide so this is summarize the uh values if<00:22:58.760><c> we</c><00:22:58.919><c> have</c><00:22:59.159><c> minimum</c><00:22:59.679><c> so</c><00:22:59.880><c> it</c><00:22:59.960><c> will</c><00:23:00.159><c> use</c><00:23:00.440><c> this</c> if we have minimum so it will use this if we have minimum so it will use this equation<00:23:01.320><c> and</c><00:23:01.520><c> in</c><00:23:01.720><c> this</c><00:23:01.960><c> case</c><00:23:02.240><c> VC</c><00:23:02.679><c> will</c><00:23:02.880><c> be</c> equation and in this case VC will be equation and in this case VC will be between<00:23:03.600><c> 0.5</c><00:23:04.159><c> VC</c><00:23:04.919><c> and</c><00:23:05.080><c> VC</c><00:23:05.799><c> plus4</c><00:23:06.799><c> if</c><00:23:07.000><c> the</c><00:23:07.520><c> V</c><00:23:07.799><c> is</c> between 0.5 VC and VC plus4 if the V is between 0.5 VC and VC plus4 if the V is greater<00:23:08.440><c> than</c><00:23:08.679><c> vc+</c><00:23:09.440><c> point4</c><00:23:10.120><c> so</c><00:23:10.360><c> we</c><00:23:10.520><c> have</c><00:23:10.679><c> to</c> greater than vc+ point4 so we have to greater than vc+ point4 so we have to use<00:23:11.000><c> the</c><00:23:11.159><c> second</c><00:23:11.520><c> equation</c><00:23:11.880><c> to</c><00:23:12.080><c> design</c><00:23:12.440><c> for</c> use the second equation to design for use the second equation to design for links<00:23:15.279><c> uh</c><00:23:15.520><c> sheer</c><00:23:16.200><c> critical</c><00:23:16.960><c> section</c><00:23:17.919><c> uh</c><00:23:18.240><c> the</c> links uh sheer critical section uh the links uh sheer critical section uh the sheer<00:23:18.840><c> critical</c><00:23:19.279><c> section</c><00:23:19.679><c> we</c><00:23:19.880><c> have</c><00:23:20.799><c> two</c> sheer critical section we have two sheer critical section we have two sections<00:23:21.640><c> if</c><00:23:21.799><c> you</c><00:23:21.960><c> want</c><00:23:22.200><c> to</c><00:23:22.480><c> check</c><00:23:22.640><c> for</c><00:23:22.880><c> VMax</c> sections if you want to check for VMax sections if you want to check for VMax to<00:23:23.880><c> compare</c><00:23:24.240><c> the</c><00:23:24.360><c> shear</c><00:23:24.960><c> stress</c><00:23:25.960><c> against</c><00:23:26.400><c> the</c> to compare the shear stress against the to compare the shear stress against the Vmax<00:23:27.520><c> so</c><00:23:27.799><c> we</c><00:23:27.960><c> take</c><00:23:28.200><c> the</c><00:23:28.679><c> critical</c><00:23:29.120><c> section</c><00:23:29.480><c> in</c> Vmax so we take the critical section in Vmax so we take the critical section in this<00:23:29.919><c> case</c><00:23:30.200><c> will</c><00:23:30.400><c> be</c><00:23:30.600><c> at</c><00:23:30.760><c> the</c><00:23:30.960><c> face</c><00:23:31.159><c> of</c><00:23:31.279><c> the</c> this case will be at the face of the this case will be at the face of the support<00:23:32.039><c> so</c><00:23:32.240><c> we</c><00:23:32.400><c> calculate</c><00:23:32.799><c> the</c><00:23:32.919><c> sheer</c><00:23:33.240><c> stress</c> support so we calculate the sheer stress support so we calculate the sheer stress here<00:23:33.799><c> and</c><00:23:33.960><c> we</c><00:23:34.120><c> compare</c><00:23:34.440><c> it</c><00:23:34.559><c> to</c><00:23:34.679><c> the</c><00:23:34.840><c> Vmax</c><00:23:35.440><c> which</c> here and we compare it to the Vmax which here and we compare it to the Vmax which is<00:23:35.760><c> the</c><00:23:35.919><c> minimum</c><00:23:36.279><c> of</c><00:23:36.880><c> five</c><00:23:37.240><c> or8</c><00:23:38.039><c> square</c><00:23:38.400><c> root</c> is the minimum of five or8 square root is the minimum of five or8 square root FCU<00:23:40.039><c> and</c><00:23:40.200><c> if</c><00:23:40.320><c> you</c><00:23:40.440><c> want</c><00:23:40.600><c> to</c><00:23:40.760><c> design</c><00:23:41.080><c> for</c><00:23:41.400><c> steups</c> FCU and if you want to design for steups FCU and if you want to design for steups with<00:23:42.240><c> design</c><00:23:42.600><c> of</c><00:23:42.720><c> the</c><00:23:42.880><c> steups</c><00:23:43.360><c> the</c><00:23:43.480><c> critical</c> with design of the steups the critical with design of the steups the critical section<00:23:44.240><c> will</c><00:23:44.480><c> be</c><00:23:44.679><c> at</c><00:23:44.880><c> a</c><00:23:45.080><c> distance</c><00:23:46.000><c> D</c><00:23:46.440><c> from</c><00:23:46.640><c> the</c> section will be at a distance D from the section will be at a distance D from the face<00:23:46.960><c> of</c><00:23:47.080><c> the</c><00:23:47.240><c> support</c><00:23:47.679><c> what</c><00:23:47.799><c> is</c><00:23:47.919><c> D</c><00:23:48.200><c> the</c><00:23:48.320><c> D</c><00:23:48.480><c> is</c> face of the support what is D the D is face of the support what is D the D is the<00:23:48.760><c> effective</c><00:23:49.200><c> depth</c><00:23:49.520><c> from</c><00:23:49.720><c> the</c><00:23:49.840><c> compression</c> the effective depth from the compression the effective depth from the compression side<00:23:50.600><c> to</c><00:23:50.720><c> the</c><00:23:50.880><c> center</c><00:23:51.200><c> line</c><00:23:51.400><c> of</c><00:23:51.559><c> tension</c><00:23:51.960><c> steel</c> side to the center line of tension steel side to the center line of tension steel so<00:23:52.880><c> we</c><00:23:53.000><c> have</c><00:23:53.120><c> to</c><00:23:53.279><c> calculate</c><00:23:53.640><c> the</c><00:23:53.760><c> shear</c><00:23:54.039><c> Force</c> so we have to calculate the shear Force so we have to calculate the shear Force here<00:23:54.760><c> and</c><00:23:54.880><c> then</c><00:23:55.039><c> we</c><00:23:55.159><c> calculate</c><00:23:55.520><c> the</c><00:23:55.600><c> shear</c> here and then we calculate the shear here and then we calculate the shear stresses<00:23:56.360><c> at</c><00:23:56.559><c> distance</c><00:23:57.000><c> D</c><00:23:57.559><c> and</c><00:23:57.720><c> then</c><00:23:57.880><c> we</c><00:23:58.000><c> use</c> stresses at distance D and then we use stresses at distance D and then we use it<00:23:58.279><c> to</c><00:23:58.440><c> to</c><00:23:58.600><c> design</c><00:23:58.960><c> for</c><00:23:59.679><c> the</c><00:23:59.880><c> steups</c><00:24:00.720><c> the</c><00:24:00.919><c> last</c> it to to design for the steups the last it to to design for the steups the last thing<00:24:01.559><c> to</c><00:24:01.720><c> show</c><00:24:02.039><c> in</c><00:24:02.520><c> uh</c><00:24:02.720><c> this</c><00:24:03.000><c> video</c><00:24:03.400><c> is</c><00:24:03.640><c> about</c> thing to show in uh this video is about thing to show in uh this video is about maximum<00:24:05.080><c> spacing</c><00:24:05.520><c> between</c><00:24:05.880><c> steups</c><00:24:06.520><c> these</c><00:24:06.679><c> are</c> maximum spacing between steups these are maximum spacing between steups these are the<00:24:07.000><c> lengths</c><00:24:07.320><c> or</c><00:24:07.480><c> the</c><00:24:07.600><c> sterup</c><00:24:08.039><c> the</c><00:24:08.159><c> maximum</c> the lengths or the sterup the maximum the lengths or the sterup the maximum spacing<00:24:09.120><c> here</c><00:24:09.919><c> which</c><00:24:10.080><c> is</c><00:24:10.640><c> SV</c><00:24:11.640><c> it</c><00:24:11.760><c> should</c><00:24:12.039><c> be</c> spacing here which is SV it should be spacing here which is SV it should be less<00:24:12.520><c> than</c><00:24:12.679><c> or</c><00:24:12.919><c> equal</c><00:24:13.240><c> to</c><00:24:13.840><c> 75</c><00:24:14.840><c> D</c><00:24:15.159><c> so</c><00:24:15.400><c> the</c> less than or equal to 75 D so the less than or equal to 75 D so the maximum<00:24:16.080><c> is</c><00:24:16.559><c> 75d</c><00:24:17.960><c> 75%</c><00:24:18.960><c> or</c><00:24:19.159><c> 3</c><00:24:19.480><c> over</c><00:24:19.720><c> four</c><00:24:20.039><c> of</c><00:24:20.240><c> the</c> maximum is 75d 75% or 3 over four of the maximum is 75d 75% or 3 over four of the effective<00:24:20.880><c> depth</c><00:24:21.159><c> of</c><00:24:21.320><c> the</c><00:24:21.440><c> beam</c><00:24:22.240><c> the</c><00:24:22.520><c> spacing</c> effective depth of the beam the spacing effective depth of the beam the spacing should<00:24:23.200><c> be</c><00:24:23.400><c> less</c><00:24:23.559><c> than</c><00:24:23.720><c> or</c><00:24:23.960><c> equal</c><00:24:24.240><c> to</c><00:24:24.440><c> that</c> should be less than or equal to that should be less than or equal to that value<00:24:24.880><c> so</c><00:24:25.080><c> if</c><00:24:25.200><c> you</c><00:24:25.360><c> get</c><00:24:25.480><c> a</c><00:24:25.600><c> spacing</c><00:24:26.039><c> more</c><00:24:26.240><c> than</c> value so if you get a spacing more than value so if you get a spacing more than 75d<00:24:27.760><c> you</c><00:24:27.840><c> should</c><00:24:28.039><c> reduce</c><00:24:28.559><c> it</c> 275d<00:24:31.799><c> uh</c><00:24:32.000><c> that's</c><00:24:32.279><c> it</c><00:24:32.520><c> for</c><00:24:32.840><c> the</c><00:24:33.080><c> video</c><00:24:33.600><c> and</c><00:24:33.919><c> just</c> 275d uh that's it for the video and just 275d uh that's it for the video and just follow<00:24:34.480><c> me</c><00:24:34.600><c> in</c><00:24:34.720><c> the</c><00:24:34.919><c> coming</c><00:24:35.279><c> video</c><00:24:35.960><c> to</c><00:24:36.360><c> see</c><00:24:36.640><c> how</c> follow me in the coming video to see how follow me in the coming video to see how to<00:24:37.039><c> design</c><00:24:37.440><c> or</c><00:24:37.640><c> how</c><00:24:37.760><c> to</c><00:24:37.960><c> apply</c><00:24:38.559><c> these</c> to design or how to apply these to design or how to apply these regulations<00:24:39.960><c> or</c><00:24:40.240><c> what</c><00:24:40.399><c> we</c><00:24:40.559><c> have</c><00:24:40.760><c> learned</c><00:24:41.200><c> in</c> regulations or what we have learned in regulations or what we have learned in this<00:24:41.600><c> video</c><00:24:41.960><c> in</c><00:24:42.360><c> solving</c><00:24:43.360><c> uh</c><00:24:43.799><c> real</c><00:24:44.240><c> examples</c> this video in solving uh real examples this video in solving uh real examples and<00:24:45.039><c> design</c><00:24:45.440><c> for</c><00:24:46.000><c> the</c><00:24:46.159><c> links</c><00:24:46.480><c> for</c><00:24:46.919><c> those</c> and design for the links for those and design for the links for those examples<00:24:47.960><c> thank</c><00:24:48.120><c> you</c><00:24:48.279><c> for</c><00:24:48.600><c> watching</c><00:24:49.039><c> and</c> examples thank you for watching and examples thank you for watching and looking<00:24:50.000><c> uh</c><00:24:50.120><c> forward</c><00:24:50.480><c> to</c><00:24:50.600><c> see</c><00:24:50.760><c> you</c><00:24:50.840><c> in</c><00:24:50.919><c> a</c> looking uh forward to see you in a looking uh forward to see you in a coming<00:24:51.360><c> video</c><00:24:51.919><c> if</c><00:24:52.039><c> you</c><00:24:52.159><c> like</c><00:24:52.399><c> the</c><00:24:52.559><c> video</c> coming video if you like the video coming video if you like the video please<00:24:53.120><c> don't</c><00:24:53.399><c> forget</c><00:24:53.760><c> to</c><00:24:53.960><c> like</c><00:24:54.320><c> subscribe</c> please don't forget to like subscribe please don't forget to like subscribe and<00:24:55.000><c> share</c><00:24:55.240><c> it</c><00:24:55.440><c> with</c><00:24:55.600><c> other</c><00:24:56.039><c> thank</c><00:24:56.240><c> you</c><00:24:56.679><c> and</c> and share it with other thank you 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10	BSxANg7L1hg	Design for Shear in Reinforced Concrete (RC) Beams - Design Examples	https://www.youtube.com/watch?v=BSxANg7L1hg	Design_for_Shear_in_Reinforced_Concrete_RC_Beams_-_Design_Examples.en.vtt	hello<00:00:04.400><c> everyone</c><00:00:05.359><c> this</c><00:00:05.480><c> is</c><00:00:05.720><c> Dr</c><00:00:06.040><c> Sharif</c><00:00:06.720><c> and</c> hello everyone this is Dr Sharif and hello everyone this is Dr Sharif and today<00:00:07.240><c> we'll</c><00:00:07.560><c> continue</c><00:00:08.080><c> our</c><00:00:08.320><c> lectures</c><00:00:08.800><c> about</c> today we'll continue our lectures about today we'll continue our lectures about reinforced<00:00:09.639><c> concrete</c><00:00:10.120><c> design</c><00:00:10.679><c> and</c><00:00:10.880><c> within</c> reinforced concrete design and within reinforced concrete design and within this<00:00:11.440><c> video</c><00:00:11.759><c> we'll</c><00:00:12.320><c> continue</c><00:00:13.320><c> about</c><00:00:13.719><c> Sher</c><00:00:14.719><c> uh</c> this video we'll continue about Sher uh this video we'll continue about Sher uh design<00:00:15.719><c> and</c><00:00:16.000><c> reinforced</c><00:00:16.560><c> conrete</c> design and reinforced conrete design and reinforced conrete beams<00:00:18.560><c> uh</c><00:00:18.960><c> we</c><00:00:19.160><c> explained</c><00:00:19.680><c> in</c><00:00:19.800><c> the</c><00:00:20.000><c> previous</c> beams uh we explained in the previous beams uh we explained in the previous video<00:00:21.039><c> all</c><00:00:21.480><c> requirements</c><00:00:22.039><c> for</c><00:00:22.240><c> the</c><00:00:22.320><c> shear</c> video all requirements for the shear video all requirements for the shear design<00:00:23.320><c> and</c><00:00:23.519><c> within</c><00:00:23.800><c> this</c><00:00:24.080><c> video</c><00:00:24.359><c> will</c><00:00:24.560><c> be</c> design and within this video will be design and within this video will be dealing<00:00:25.599><c> with</c><00:00:25.880><c> detailed</c><00:00:26.679><c> design</c><00:00:27.519><c> example</c><00:00:28.519><c> the</c> dealing with detailed design example the dealing with detailed design example the first<00:00:29.119><c> example</c><00:00:29.679><c> will</c><00:00:30.119><c> be</c><00:00:30.480><c> this</c><00:00:30.640><c> one</c><00:00:31.119><c> and</c><00:00:31.359><c> we</c> first example will be this one and we first example will be this one and we have<00:00:31.759><c> a</c><00:00:31.920><c> simply</c><00:00:32.360><c> supported</c><00:00:32.960><c> beam</c><00:00:33.239><c> under</c><00:00:33.520><c> a</c> have a simply supported beam under a have a simply supported beam under a concentrated<00:00:34.399><c> load</c><00:00:34.719><c> of</c><00:00:34.840><c> 80</c><00:00:35.440><c> kton</c><00:00:36.440><c> this</c><00:00:36.559><c> is</c> concentrated load of 80 kton this is concentrated load of 80 kton this is showing<00:00:37.079><c> the</c><00:00:37.559><c> cross-section</c><00:00:38.559><c> of</c><00:00:38.760><c> the</c><00:00:39.480><c> uh</c><00:00:39.680><c> beam</c> showing the cross-section of the uh beam showing the cross-section of the uh beam the<00:00:41.360><c> tension</c><00:00:41.719><c> is</c><00:00:41.879><c> Ste</c><00:00:42.079><c> reinforcement</c><00:00:42.640><c> is</c><00:00:42.800><c> 2</c> the tension is Ste reinforcement is 2 the tension is Ste reinforcement is 2 t16<00:00:44.039><c> which</c><00:00:44.160><c> is</c><00:00:44.320><c> the</c><00:00:44.480><c> area</c><00:00:44.760><c> is</c><00:00:44.960><c> 402</c><00:00:45.800><c> mm</c><00:00:46.440><c> squar</c> t16 which is the area is 402 mm squar t16 which is the area is 402 mm squar this<00:00:47.360><c> is</c><00:00:47.440><c> showing</c><00:00:47.800><c> the</c><00:00:48.000><c> span</c><00:00:48.399><c> what</c><00:00:48.520><c> is</c> this is showing the span what is this is showing the span what is required<00:00:49.280><c> here</c><00:00:49.760><c> we</c><00:00:49.879><c> need</c><00:00:50.039><c> to</c><00:00:50.160><c> draw</c><00:00:50.360><c> the</c><00:00:50.480><c> shear</c> required here we need to draw the shear required here we need to draw the shear force<00:00:51.039><c> diagram</c><00:00:51.680><c> and</c><00:00:51.879><c> then</c><00:00:52.320><c> design</c><00:00:52.800><c> for</c> force diagram and then design for force diagram and then design for suitable<00:00:53.600><c> Shear</c><00:00:54.160><c> enforcement</c><00:00:55.160><c> FSU</c><00:00:55.680><c> is</c><00:00:55.800><c> given</c> suitable Shear enforcement FSU is given suitable Shear enforcement FSU is given as as as 40<00:00:57.840><c> uh</c><00:00:58.120><c> Newton</c><00:00:58.559><c> per</c><00:00:58.719><c> mm</c><00:00:59.280><c> squar</c><00:00:59.760><c> and</c><00:01:00.079><c> fyv</c><00:01:01.039><c> the</c> 40 uh Newton per mm squar and fyv the 40 uh Newton per mm squar and fyv the yield<00:01:01.680><c> strength</c><00:01:02.160><c> of</c><00:01:02.359><c> the</c><00:01:02.680><c> stups</c><00:01:03.359><c> is</c><00:01:04.199><c> 250</c> yield strength of the stups is 250 yield strength of the stups is 250 Newton<00:01:05.360><c> per</c><00:01:05.479><c> mm</c><00:01:06.200><c> squar</c><00:01:07.200><c> okay</c><00:01:07.400><c> so</c><00:01:07.640><c> to</c><00:01:07.840><c> do</c><00:01:08.000><c> the</c> Newton per mm squar okay so to do the Newton per mm squar okay so to do the solution<00:01:08.640><c> we</c><00:01:08.759><c> have</c><00:01:08.880><c> to</c><00:01:09.000><c> get</c><00:01:09.159><c> the</c><00:01:09.320><c> reactions</c> solution we have to get the reactions solution we have to get the reactions this<00:01:10.159><c> is</c><00:01:10.400><c> very</c><00:01:10.640><c> clear</c><00:01:11.000><c> we</c><00:01:11.159><c> have</c><00:01:11.840><c> 80</c><00:01:12.240><c> kilon</c> this is very clear we have 80 kilon this is very clear we have 80 kilon divided<00:01:13.600><c> by</c><00:01:13.759><c> two</c><00:01:14.159><c> so</c><00:01:14.360><c> it</c><00:01:14.479><c> will</c><00:01:14.680><c> give</c><00:01:14.840><c> us</c><00:01:15.080><c> as</c><00:01:15.280><c> 40</c> divided by two so it will give us as 40 divided by two so it will give us as 40 kilon<00:01:16.799><c> left</c><00:01:17.119><c> and</c><00:01:17.400><c> right</c><00:01:17.720><c> these</c><00:01:17.880><c> are</c><00:01:18.080><c> the</c> kilon left and right these are the kilon left and right these are the reaction<00:01:18.880><c> and</c><00:01:19.080><c> therefore</c><00:01:19.439><c> we</c><00:01:19.560><c> can</c><00:01:19.720><c> draw</c><00:01:19.960><c> the</c> reaction and therefore we can draw the reaction and therefore we can draw the bending<00:01:20.400><c> moment</c><00:01:20.799><c> the</c><00:01:20.920><c> shear</c><00:01:21.159><c> force</c> bending moment the shear force bending moment the shear force diagram<00:01:23.360><c> in</c><00:01:23.560><c> this</c><00:01:23.720><c> case</c><00:01:24.079><c> the</c><00:01:24.200><c> sheer</c><00:01:24.520><c> force</c><00:01:24.880><c> is</c> diagram in this case the sheer force is diagram in this case the sheer force is very<00:01:25.320><c> easy</c><00:01:25.759><c> we'll</c><00:01:26.040><c> go</c><00:01:26.280><c> up</c><00:01:26.880><c> 40</c><00:01:27.720><c> and</c><00:01:27.960><c> then</c><00:01:28.200><c> we'll</c> very easy we'll go up 40 and then we'll very easy we'll go up 40 and then we'll go<00:01:28.600><c> horizontal</c><00:01:29.360><c> then</c><00:01:29.520><c> the</c><00:01:29.640><c> 80</c><00:01:30.040><c> will</c><00:01:30.200><c> take</c><00:01:30.400><c> us</c> go horizontal then the 80 will take us go horizontal then the 80 will take us to<00:01:30.799><c> minus</c><00:01:31.200><c> 40</c><00:01:32.200><c> and</c><00:01:32.399><c> then</c><00:01:33.280><c> at</c><00:01:33.399><c> the</c><00:01:33.520><c> end</c><00:01:33.840><c> here</c> to minus 40 and then at the end here to minus 40 and then at the end here we'll<00:01:34.280><c> have</c><00:01:34.439><c> 40</c><00:01:34.840><c> that</c><00:01:35.000><c> will</c><00:01:35.159><c> take</c><00:01:35.320><c> us</c><00:01:35.439><c> to</c><00:01:35.640><c> zero</c> we'll have 40 that will take us to zero we'll have 40 that will take us to zero so<00:01:36.159><c> we</c><00:01:36.360><c> have</c><00:01:37.040><c> a</c><00:01:37.240><c> constant</c><00:01:37.680><c> sheer</c><00:01:38.119><c> value</c><00:01:38.479><c> of</c><00:01:38.680><c> 40</c> so we have a constant sheer value of 40 so we have a constant sheer value of 40 kilon<00:01:40.720><c> and</c><00:01:40.920><c> another</c><00:01:41.280><c> 40</c><00:01:41.640><c> kilon</c><00:01:42.200><c> on</c><00:01:42.399><c> the</c><00:01:42.720><c> left</c> kilon and another 40 kilon on the left kilon and another 40 kilon on the left side<00:01:43.320><c> so</c><00:01:43.560><c> it</c><00:01:43.680><c> is</c><00:01:43.880><c> constant</c><00:01:44.399><c> the</c><00:01:44.520><c> shear</c><00:01:44.920><c> here</c><00:01:45.079><c> is</c> side so it is constant the shear here is side so it is constant the shear here is 40<00:01:45.680><c> kilon</c><00:01:46.680><c> constant</c><00:01:47.439><c> value</c><00:01:47.799><c> so</c><00:01:47.960><c> we</c><00:01:48.079><c> have</c><00:01:48.200><c> to</c> 40 kilon constant value so we have to 40 kilon constant value so we have to design<00:01:48.920><c> for</c><00:01:49.920><c> this</c><00:01:50.439><c> Shear</c><00:01:50.880><c> force</c><00:01:51.799><c> it</c><00:01:51.960><c> doesn't</c> design for this Shear force it doesn't design for this Shear force it doesn't matter<00:01:52.680><c> here</c><00:01:53.000><c> at</c><00:01:53.200><c> the</c><00:01:53.360><c> face</c><00:01:53.520><c> of</c><00:01:53.680><c> the</c><00:01:53.880><c> support</c> matter here at the face of the support matter here at the face of the support at<00:01:54.640><c> a</c><00:01:54.799><c> distance</c><00:01:55.200><c> D</c><00:01:55.520><c> because</c><00:01:55.799><c> the</c><00:01:55.920><c> shear</c><00:01:56.240><c> is</c> at a distance D because the shear is at a distance D because the shear is constant<00:01:57.039><c> as</c><00:01:57.680><c> 40</c><00:01:58.159><c> kilon</c><00:01:59.079><c> so</c><00:01:59.320><c> let's</c><00:02:00.079><c> start</c> constant as 40 kilon so let's start constant as 40 kilon so let's start getting<00:02:01.079><c> the</c><00:02:01.280><c> second</c><00:02:01.680><c> part</c><00:02:01.960><c> of</c><00:02:02.159><c> the</c><00:02:02.600><c> question</c> getting the second part of the question getting the second part of the question about<00:02:03.920><c> how</c><00:02:04.079><c> to</c><00:02:04.240><c> design</c><00:02:04.560><c> for</c><00:02:04.759><c> Shear</c> about how to design for Shear about how to design for Shear reinforcement<00:02:06.159><c> first</c><00:02:06.439><c> of</c><00:02:06.600><c> all</c><00:02:06.880><c> we</c><00:02:07.079><c> have</c><00:02:07.679><c> to</c><00:02:08.679><c> uh</c> reinforcement first of all we have to uh reinforcement first of all we have to uh get<00:02:09.080><c> the</c><00:02:09.200><c> sheer</c><00:02:09.599><c> stress</c><00:02:10.000><c> shear</c><00:02:10.479><c> stress</c><00:02:10.920><c> equals</c> get the sheer stress shear stress equals get the sheer stress shear stress equals sheer<00:02:11.720><c> force</c><00:02:12.200><c> divided</c><00:02:12.720><c> by</c><00:02:13.080><c> the</c><00:02:13.280><c> cross-section</c> sheer force divided by the cross-section sheer force divided by the cross-section Dimensions<00:02:14.560><c> which</c><00:02:14.720><c> is</c><00:02:14.879><c> B</c><00:02:15.040><c> </c><00:02:15.519><c> D</c><00:02:15.920><c> effective</c> Dimensions which is B D effective Dimensions which is B * D effective depths<00:02:17.599><c> and</c><00:02:17.800><c> in</c><00:02:18.000><c> this</c><00:02:18.239><c> case</c><00:02:18.760><c> the</c><00:02:18.920><c> sheer</c><00:02:19.680><c> force</c> depths and in this case the sheer force depths and in this case the sheer force is<00:02:20.280><c> given</c><00:02:20.560><c> as</c><00:02:20.800><c> kilon</c><00:02:21.080><c> newon</c><00:02:21.480><c> and</c><00:02:21.599><c> we</c><00:02:21.720><c> need</c><00:02:21.959><c> at</c> is given as kilon newon and we need at is given as kilon newon and we need at the<00:02:22.239><c> end</c><00:02:22.480><c> the</c><00:02:22.599><c> sheer</c><00:02:22.959><c> stress</c><00:02:23.280><c> is</c><00:02:23.440><c> newon</c><00:02:24.440><c> per</c> the end the sheer stress is newon per the end the sheer stress is newon per newon<00:02:25.680><c> so</c><00:02:25.879><c> we</c><00:02:26.040><c> have</c><00:02:26.160><c> to</c><00:02:26.319><c> multiply</c><00:02:27.080><c> this</c><00:02:27.239><c> 40</c><00:02:27.720><c> </c> newon so we have to multiply this 40 newon so we have to multiply this 40 * 10^<00:02:28.800><c> 3</c><00:02:29.120><c> to</c><00:02:29.280><c> change</c><00:02:29.519><c> it</c><00:02:29.640><c> for</c><00:02:29.959><c> from</c><00:02:30.959><c> uh</c><00:02:31.440><c> Newton</c> 10^ 3 to change it for from uh Newton 10^ 3 to change it for from uh Newton kilton<00:02:33.120><c> to</c><00:02:33.519><c> Newton</c><00:02:34.000><c> so</c><00:02:34.239><c> multiply</c><00:02:34.800><c> by</c><00:02:34.959><c> 10^</c><00:02:35.599><c> 3</c><00:02:36.400><c> we</c> kilton to Newton so multiply by 10^ 3 we kilton to Newton so multiply by 10^ 3 we divide<00:02:37.040><c> by</c><00:02:37.280><c> the</c><00:02:37.800><c> uh</c><00:02:38.120><c> B</c><00:02:38.519><c> time</c><00:02:38.879><c> D</c><00:02:39.159><c> so</c><00:02:39.440><c> this</c><00:02:39.599><c> is</c><00:02:39.760><c> a</c> divide by the uh B time D so this is a divide by the uh B time D so this is a sheer<00:02:41.280><c> stress</c><00:02:41.879><c> it</c><00:02:42.280><c> is</c><00:02:43.280><c> 89</c><00:02:43.920><c> Newton</c><00:02:44.319><c> per</c><00:02:44.480><c> millim</c> sheer stress it is 89 Newton per millim sheer stress it is 89 Newton per millim squar<00:02:46.959><c> then</c><00:02:47.159><c> we</c><00:02:47.319><c> have</c><00:02:47.480><c> to</c><00:02:47.840><c> compare</c><00:02:48.840><c> this</c><00:02:49.280><c> sheer</c> squar then we have to compare this sheer squar then we have to compare this sheer stress<00:02:50.120><c> with</c><00:02:50.280><c> the</c><00:02:50.480><c> maximum</c><00:02:50.840><c> shear</c><00:02:51.239><c> stress</c> stress with the maximum shear stress stress with the maximum shear stress which<00:02:51.720><c> is</c><00:02:52.040><c> Vmax</c><00:02:53.040><c> which</c><00:02:53.159><c> is8</c><00:02:54.000><c> square</c><00:02:54.599><c> root</c><00:02:54.959><c> of</c> which is Vmax which is8 square root of which is Vmax which is8 square root of FCU<00:02:55.959><c> or</c><00:02:56.360><c> five</c> FCU or five FCU or five so8<00:02:59.000><c> square</c><00:02:59.319><c> root</c><00:02:59.519><c> of</c><00:02:59.640><c> f</c><00:02:59.879><c> FCU</c><00:03:00.480><c> in</c><00:03:00.680><c> this</c><00:03:00.840><c> case</c> so8 square root of f FCU in this case so8 square root of f FCU in this case the<00:03:01.159><c> FCU</c><00:03:01.640><c> is</c><00:03:01.760><c> 40</c><00:03:02.200><c> so</c><00:03:02.519><c> it</c><00:03:02.599><c> is</c><00:03:02.879><c> G</c><00:03:03.159><c> giving</c><00:03:03.519><c> us</c> the FCU is 40 so it is G giving us the FCU is 40 so it is G giving us 5.05<00:03:05.920><c> and</c><00:03:06.720><c> we</c><00:03:06.879><c> have</c><00:03:07.080><c> also</c><00:03:07.400><c> this</c><00:03:07.519><c> is</c><00:03:07.799><c> greater</c> 5.05 and we have also this is greater 5.05 and we have also this is greater than<00:03:08.360><c> five</c><00:03:08.599><c> so</c><00:03:08.760><c> we'll</c><00:03:08.959><c> take</c><00:03:09.159><c> the</c><00:03:09.319><c> minimum</c><00:03:09.799><c> here</c> than five so we'll take the minimum here than five so we'll take the minimum here so<00:03:10.159><c> the</c><00:03:10.319><c> V-Max</c><00:03:10.879><c> in</c><00:03:11.080><c> this</c><00:03:11.319><c> case</c><00:03:11.599><c> is</c><00:03:11.959><c> 5</c><00:03:12.599><c> megap</c> so the V-Max in this case is 5 megap so the V-Max in this case is 5 megap Pascal<00:03:13.440><c> or</c><00:03:13.640><c> Newton</c><00:03:14.040><c> per</c><00:03:14.200><c> millimeter</c><00:03:14.920><c> squar</c><00:03:15.920><c> so</c> Pascal or Newton per millimeter squar so Pascal or Newton per millimeter squar so we<00:03:16.200><c> can</c><00:03:16.360><c> see</c><00:03:16.640><c> that</c><00:03:16.920><c> the</c><00:03:17.159><c> sheer</c><00:03:17.599><c> stress</c><00:03:18.040><c> is</c><00:03:18.239><c> less</c> we can see that the sheer stress is less we can see that the sheer stress is less than<00:03:18.760><c> Vmax</c><00:03:19.760><c> it</c><00:03:19.879><c> means</c><00:03:20.280><c> dimensions</c><00:03:21.000><c> of</c><00:03:21.120><c> the</c> than Vmax it means dimensions of the than Vmax it means dimensions of the beams<00:03:21.599><c> are</c><00:03:21.959><c> okay</c><00:03:22.239><c> and</c><00:03:22.360><c> we</c><00:03:22.480><c> can</c><00:03:22.720><c> continue</c><00:03:23.120><c> for</c> beams are okay and we can continue for beams are okay and we can continue for design<00:03:24.319><c> the</c><00:03:24.519><c> next</c><00:03:24.920><c> step</c><00:03:25.239><c> is</c><00:03:25.400><c> to</c><00:03:25.760><c> calculate</c><00:03:26.280><c> the</c> design the next step is to calculate the design the next step is to calculate the VC<00:03:27.040><c> sheer</c><00:03:27.519><c> stresses</c><00:03:27.959><c> carried</c><00:03:28.280><c> by</c><00:03:28.400><c> the</c> VC sheer stresses carried by the VC sheer stresses carried by the concrete<00:03:29.080><c> we</c><00:03:29.159><c> can</c><00:03:29.360><c> get</c><00:03:29.439><c> it</c><00:03:29.560><c> from</c><00:03:29.959><c> this</c> concrete we can get it from this concrete we can get it from this equation<00:03:31.519><c> we</c><00:03:31.720><c> already</c><00:03:32.040><c> explained</c><00:03:32.560><c> this</c> equation we already explained this equation we already explained this equation<00:03:33.720><c> on</c><00:03:34.280><c> uh</c><00:03:34.680><c> our</c><00:03:35.080><c> previous</c><00:03:35.640><c> video</c><00:03:35.959><c> so</c><00:03:36.120><c> you</c> equation on uh our previous video so you equation on uh our previous video so you can<00:03:36.519><c> get</c><00:03:36.640><c> check</c><00:03:36.959><c> it</c><00:03:37.680><c> okay</c><00:03:38.080><c> it</c><00:03:38.200><c> is</c><00:03:38.760><c> will</c><00:03:38.959><c> be</c> can get check it okay it is will be can get check it okay it is will be given<00:03:39.519><c> here</c><00:03:39.720><c> the</c><00:03:39.879><c> link</c><00:03:40.159><c> for</c><00:03:40.319><c> the</c><00:03:40.959><c> video</c><00:03:41.959><c> and</c><00:03:42.760><c> uh</c> given here the link for the video and uh given here the link for the video and uh let's<00:03:43.400><c> get</c><00:03:43.680><c> the</c><00:03:44.560><c> 100</c><00:03:44.920><c> as</c><00:03:45.319><c> over</c><00:03:45.760><c> b</c><00:03:46.080><c> d</c><00:03:46.680><c> this</c><00:03:46.799><c> is</c> let's get the 100 as over b d this is let's get the 100 as over b d this is 100<00:03:48.040><c> as</c><00:03:48.640><c> area</c><00:03:48.920><c> of</c><00:03:49.080><c> the</c><00:03:49.360><c> tension</c><00:03:49.879><c> steel</c><00:03:50.280><c> which</c> 100 as area of the tension steel which 100 as area of the tension steel which is<00:03:50.560><c> 2</c><00:03:50.920><c> t16</c><00:03:51.840><c> it</c><00:03:52.000><c> was</c><00:03:52.519><c> 402</c><00:03:53.519><c> divided</c><00:03:54.040><c> by</c><00:03:54.239><c> B</c><00:03:54.799><c> time</c><00:03:55.120><c> D</c> is 2 t16 it was 402 divided by B time D is 2 t16 it was 402 divided by B time D it<00:03:55.599><c> is</c><00:03:56.439><c> 893</c><00:03:57.439><c> less</c><00:03:57.680><c> than</c><00:03:57.840><c> or</c><00:03:58.079><c> equal</c><00:03:58.400><c> to</c><00:03:58.640><c> three</c> it is 893 less than or equal to three it is 893 less than or equal to three it's<00:03:59.280><c> okay</c><00:04:00.120><c> again</c><00:04:00.400><c> if</c><00:04:00.480><c> it</c><00:04:00.599><c> is</c><00:04:00.799><c> greater</c><00:04:01.159><c> than</c> it's okay again if it is greater than it's okay again if it is greater than three<00:04:01.560><c> we'll</c><00:04:01.799><c> take</c><00:04:01.959><c> it</c><00:04:02.120><c> as</c><00:04:02.319><c> three</c><00:04:03.159><c> then</c><00:04:03.319><c> we</c> three we'll take it as three then we three we'll take it as three then we have<00:04:03.599><c> to</c><00:04:03.760><c> check</c><00:04:04.079><c> this</c><00:04:04.360><c> party</c><00:04:04.799><c> here</c><00:04:04.959><c> 400</c><00:04:05.640><c> over</c><00:04:05.920><c> D</c> have to check this party here 400 over D have to check this party here 400 over D it<00:04:06.720><c> is</c><00:04:06.920><c> greater</c><00:04:07.280><c> than</c><00:04:07.480><c> 1</c><00:04:07.760><c> it</c><00:04:07.879><c> means</c><00:04:08.159><c> it's</c><00:04:08.439><c> okay</c> it is greater than 1 it means it's okay it is greater than 1 it means it's okay I<00:04:08.840><c> take</c><00:04:09.000><c> it</c><00:04:09.200><c> as</c><00:04:09.400><c> s</c> I take it as s I take it as s 1.78<00:04:11.560><c> uh</c><00:04:12.079><c> 778</c><00:04:13.079><c> if</c><00:04:13.200><c> it</c><00:04:13.319><c> is</c><00:04:13.519><c> less</c><00:04:13.799><c> than</c><00:04:13.959><c> one</c><00:04:14.200><c> we</c> 1.78 uh 778 if it is less than one we 1.78 uh 778 if it is less than one we take<00:04:14.519><c> it</c><00:04:14.760><c> as</c><00:04:15.200><c> one</c><00:04:16.079><c> then</c><00:04:16.280><c> we</c><00:04:16.400><c> can</c><00:04:16.600><c> substitute</c> take it as one then we can substitute take it as one then we can substitute into<00:04:17.519><c> this</c><00:04:17.759><c> equation</c><00:04:18.400><c> we</c><00:04:18.519><c> can</c><00:04:18.720><c> get</c><00:04:18.880><c> the</c><00:04:19.040><c> VC</c><00:04:19.400><c> in</c> into this equation we can get the VC in into this equation we can get the VC in this<00:04:19.799><c> case</c><00:04:20.079><c> it</c><00:04:20.199><c> is</c><00:04:20.479><c> 82</c><00:04:21.359><c> Newton</c><00:04:21.759><c> per</c><00:04:21.919><c> mm</c> this case it is 82 Newton per mm this case it is 82 Newton per mm squar<00:04:24.880><c> now</c><00:04:25.560><c> we</c><00:04:25.840><c> have</c><00:04:26.000><c> to</c><00:04:26.240><c> get</c><00:04:26.479><c> the</c><00:04:27.240><c> vc+</c><00:04:28.120><c> point4</c> squar now we have to get the vc+ point4 squar now we have to get the vc+ point4 which<00:04:28.960><c> is</c><00:04:29.120><c> the</c><00:04:30.039><c> uh</c><00:04:30.600><c> required</c><00:04:31.160><c> or</c><00:04:31.320><c> the</c><00:04:31.520><c> stress</c> which is the uh required or the stress which is the uh required or the stress carried<00:04:32.320><c> by</c><00:04:32.560><c> the</c><00:04:32.720><c> she</c><00:04:33.240><c> the</c><00:04:33.600><c> concrete</c><00:04:34.400><c> and</c> carried by the she the concrete and carried by the she the concrete and minimum<00:04:35.240><c> lengths</c><00:04:35.960><c> so</c><00:04:36.240><c> VC</c><00:04:36.759><c> is</c><00:04:37.000><c> 82</c><00:04:38.000><c> plus4</c><00:04:38.880><c> it</c> minimum lengths so VC is 82 plus4 it minimum lengths so VC is 82 plus4 it will<00:04:39.160><c> give</c><00:04:39.320><c> us</c><00:04:39.479><c> a</c><00:04:39.639><c> value</c><00:04:39.919><c> of</c><00:04:40.560><c> 1.22</c><00:04:41.560><c> and</c><00:04:41.720><c> then</c><00:04:41.919><c> we</c> will give us a value of 1.22 and then we will give us a value of 1.22 and then we compare<00:04:43.000><c> the</c><00:04:43.240><c> sheer</c><00:04:43.759><c> stress</c><00:04:44.080><c> that</c><00:04:44.240><c> we</c><00:04:44.360><c> have</c><00:04:44.520><c> it</c> compare the sheer stress that we have it compare the sheer stress that we have it here<00:04:44.919><c> with</c><00:04:45.160><c> vc+</c><00:04:45.880><c> point4</c><00:04:46.880><c> we</c><00:04:47.039><c> can</c><00:04:47.199><c> see</c><00:04:47.560><c> that</c><00:04:48.360><c> the</c> here with vc+ point4 we can see that the here with vc+ point4 we can see that the VC<00:04:49.840><c> plus</c><00:04:50.120><c> point</c><00:04:50.400><c> or</c><00:04:50.560><c> the</c><00:04:50.680><c> shear</c><00:04:51.039><c> stress</c><00:04:51.440><c> is</c> VC plus point or the shear stress is VC plus point or the shear stress is less<00:04:51.960><c> than</c><00:04:52.199><c> vc+</c><00:04:52.960><c> point4</c><00:04:53.960><c> and</c><00:04:54.240><c> greater</c><00:04:54.639><c> than</c> less than vc+ point4 and greater than less than vc+ point4 and greater than half<00:04:55.240><c> of</c><00:04:55.440><c> VC</c><00:04:55.919><c> it</c><00:04:56.039><c> means</c><00:04:56.400><c> we</c><00:04:56.520><c> need</c><00:04:57.199><c> minimum</c> half of VC it means we need minimum half of VC it means we need minimum lengths<00:04:58.000><c> or</c><00:04:58.240><c> n</c><00:04:58.600><c> nominal</c><00:04:59.000><c> lengths</c><00:04:59.320><c> are</c> lengths or n nominal lengths are lengths or n nominal lengths are required<00:05:00.680><c> we</c><00:05:00.800><c> can</c><00:05:01.000><c> get</c><00:05:01.280><c> them</c><00:05:01.479><c> from</c><00:05:01.960><c> this</c> required we can get them from this required we can get them from this equation<00:05:02.759><c> this</c><00:05:02.880><c> is</c><00:05:03.000><c> the</c><00:05:03.199><c> equation</c><00:05:03.639><c> of</c><00:05:04.520><c> uh</c> equation this is the equation of uh equation this is the equation of uh minimum<00:05:05.479><c> uh</c><00:05:05.600><c> links</c><00:05:06.000><c> or</c><00:05:06.199><c> minimum</c><00:05:06.560><c> steups</c><00:05:07.440><c> a</c><00:05:07.680><c> SV</c> minimum uh links or minimum steups a SV minimum uh links or minimum steups a SV is<00:05:08.360><c> greater</c><00:05:08.720><c> than</c><00:05:08.919><c> or</c><00:05:09.160><c> equals</c><00:05:09.919><c> 4</c><00:05:10.240><c> BV</c><00:05:10.639><c> SV</c> is greater than or equals 4 BV SV is greater than or equals 4 BV SV divided<00:05:11.720><c> 95</c> divided 95 divided 95 fyv<00:05:14.440><c> and</c><00:05:14.680><c> again</c><00:05:15.000><c> to</c><00:05:15.720><c> understand</c><00:05:16.000><c> what</c><00:05:16.080><c> is</c><00:05:16.199><c> the</c> fyv and again to understand what is the fyv and again to understand what is the meaning<00:05:16.639><c> of</c><00:05:16.880><c> this</c><00:05:17.199><c> you</c><00:05:17.320><c> can</c><00:05:17.600><c> go</c><00:05:17.759><c> and</c><00:05:17.960><c> see</c><00:05:18.199><c> our</c> meaning of this you can go and see our meaning of this you can go and see our previous<00:05:19.000><c> or</c><00:05:19.199><c> first</c><00:05:19.600><c> video</c><00:05:19.919><c> about</c><00:05:20.240><c> design</c><00:05:20.600><c> of</c> previous or first video about design of previous or first video about design of Shear<00:05:22.160><c> uh</c><00:05:22.479><c> in</c><00:05:23.000><c> reinforced</c><00:05:23.680><c> concrete</c><00:05:24.160><c> beams</c> Shear uh in reinforced concrete beams Shear uh in reinforced concrete beams now<00:05:26.039><c> uh</c><00:05:26.240><c> BV</c><00:05:26.680><c> is</c><00:05:26.800><c> known</c><00:05:27.160><c> fyv</c><00:05:27.880><c> is</c><00:05:28.000><c> known</c><00:05:28.280><c> so</c><00:05:28.520><c> the</c> now uh BV is known fyv is known so the now uh BV is known fyv is known so the only<00:05:28.919><c> unknown</c><00:05:29.280><c> s</c><00:05:29.800><c> V</c><00:05:30.000><c> and</c><00:05:30.400><c> the</c><00:05:30.759><c> ASV</c><00:05:31.759><c> let's</c> only unknown s V and the ASV let's only unknown s V and the ASV let's assume<00:05:32.440><c> the</c><00:05:32.600><c> ASV</c><00:05:33.240><c> we</c><00:05:33.319><c> will</c><00:05:33.520><c> use</c><00:05:34.120><c> two</c><00:05:34.400><c> leg</c> assume the ASV we will use two leg assume the ASV we will use two leg steups<00:05:35.319><c> of</c><00:05:35.440><c> 8</c><00:05:35.800><c> mm</c><00:05:36.800><c> diameter</c><00:05:37.280><c> mild</c><00:05:37.600><c> the</c><00:05:37.720><c> steel</c> steups of 8 mm diameter mild the steel steups of 8 mm diameter mild the steel bars<00:05:38.759><c> if</c><00:05:38.919><c> we</c><00:05:39.080><c> have</c><00:05:39.240><c> two</c><00:05:39.440><c> legs</c><00:05:39.840><c> of</c><00:05:40.039><c> 8</c><00:05:40.360><c> mm</c> bars if we have two legs of 8 mm bars if we have two legs of 8 mm diameter<00:05:41.400><c> the</c><00:05:41.560><c> area</c><00:05:41.840><c> of</c><00:05:42.000><c> the</c><00:05:42.080><c> 8</c><00:05:42.319><c> mm</c><00:05:42.840><c> diameter</c> diameter the area of the 8 mm diameter diameter the area of the 8 mm diameter is is is 50.2<00:05:45.400><c> MM</c><00:05:46.000><c> Square</c><00:05:46.440><c> multiplied</c><00:05:47.120><c> by</c><00:05:47.280><c> two</c><00:05:47.479><c> legs</c><00:05:47.960><c> so</c> 50.2 MM Square multiplied by two legs so 50.2 MM Square multiplied by two legs so it<00:05:48.319><c> will</c><00:05:48.520><c> give</c><00:05:48.680><c> us</c><00:05:48.840><c> the</c><00:05:49.000><c> total</c><00:05:49.319><c> ACV</c><00:05:49.840><c> is</c><00:05:50.120><c> 100.5</c> it will give us the total ACV is 100.5 it will give us the total ACV is 100.5 mm<00:05:52.160><c> squar</c><00:05:53.160><c> so</c><00:05:53.520><c> now</c><00:05:53.800><c> the</c><00:05:53.919><c> ACV</c><00:05:54.479><c> is</c><00:05:54.639><c> known</c><00:05:55.319><c> the</c> mm squar so now the ACV is known the mm squar so now the ACV is known the only<00:05:55.759><c> unknown</c><00:05:56.120><c> will</c><00:05:56.280><c> be</c><00:05:56.440><c> the</c><00:05:56.600><c> spacing</c><00:05:57.039><c> between</c> only unknown will be the spacing between only unknown will be the spacing between steups<00:05:58.120><c> let's</c><00:05:58.360><c> substitute</c><00:05:59.000><c> into</c><00:05:59.280><c> this</c> steups let's substitute into this steups let's substitute into this equation<00:06:00.560><c> with</c><00:06:00.800><c> all</c><00:06:01.280><c> values</c><00:06:02.000><c> so</c><00:06:02.240><c> we'll</c><00:06:02.479><c> find</c> equation with all values so we'll find equation with all values so we'll find now<00:06:03.120><c> rearrange</c><00:06:03.720><c> and</c><00:06:03.840><c> we</c><00:06:04.000><c> get</c><00:06:04.120><c> the</c><00:06:04.280><c> SCV</c><00:06:04.800><c> is</c><00:06:05.039><c> less</c> now rearrange and we get the SCV is less now rearrange and we get the SCV is less than<00:06:05.560><c> or</c><00:06:05.800><c> equals</c> than or equals than or equals 298<00:06:08.919><c> mm</c><00:06:09.919><c> we</c><00:06:10.080><c> have</c><00:06:10.240><c> to</c><00:06:10.400><c> check</c><00:06:10.759><c> this</c><00:06:10.880><c> one</c> 298 mm we have to check this one 298 mm we have to check this one compared<00:06:11.639><c> with</c><00:06:11.800><c> the</c><00:06:11.919><c> maximum</c><00:06:12.360><c> spacing</c><00:06:13.080><c> the</c> compared with the maximum spacing the compared with the maximum spacing the maximum<00:06:13.680><c> spacing</c><00:06:14.599><c> is</c><00:06:15.120><c> 75</c><00:06:15.800><c> D</c><00:06:16.479><c> 75</c><00:06:17.000><c> </c><00:06:17.360><c> D</c><00:06:17.599><c> is</c><00:06:18.039><c> 169</c><00:06:18.720><c> mm</c> maximum spacing is 75 D 75 D is 169 mm maximum spacing is 75 D 75 * D is 169 mm so<00:06:19.759><c> we</c><00:06:19.919><c> take</c><00:06:20.120><c> the</c><00:06:20.280><c> minimum</c><00:06:20.720><c> of</c><00:06:20.919><c> the</c><00:06:21.080><c> two</c><00:06:21.360><c> values</c> so we take the minimum of the two values so we take the minimum of the two values because<00:06:22.560><c> the</c><00:06:23.039><c> spacing</c><00:06:23.599><c> shouldn't</c><00:06:24.000><c> exceed</c><00:06:24.440><c> the</c> because the spacing shouldn't exceed the because the spacing shouldn't exceed the maximum<00:06:26.199><c> uh</c><00:06:26.400><c> spacing</c><00:06:26.919><c> this</c><00:06:27.039><c> is</c><00:06:27.199><c> the</c><00:06:27.400><c> maximum</c> maximum uh spacing this is the maximum maximum uh spacing this is the maximum spacing<00:06:28.560><c> 169</c><00:06:29.759><c> so</c><00:06:30.160><c> this</c><00:06:30.280><c> will</c><00:06:30.520><c> govern</c><00:06:31.080><c> 169</c><00:06:31.599><c> will</c> spacing 169 so this will govern 169 will spacing 169 so this will govern 169 will govern<00:06:32.160><c> but</c><00:06:32.280><c> we</c><00:06:32.400><c> cannot</c><00:06:32.759><c> take</c><00:06:32.880><c> it</c><00:06:33.120><c> like</c><00:06:33.319><c> that</c> govern but we cannot take it like that govern but we cannot take it like that we<00:06:33.680><c> have</c><00:06:33.800><c> to</c><00:06:33.919><c> round</c><00:06:34.199><c> it</c><00:06:34.360><c> down</c><00:06:34.599><c> to</c><00:06:34.759><c> the</c><00:06:34.919><c> nearest</c> we have to round it down to the nearest we have to round it down to the nearest 10<00:06:35.960><c> or</c><00:06:36.199><c> 25</c><00:06:36.960><c> millimeter</c><00:06:37.960><c> so</c><00:06:38.319><c> here</c><00:06:38.520><c> I</c><00:06:38.680><c> round</c><00:06:38.960><c> it</c> 10 or 25 millimeter so here I round it 10 or 25 millimeter so here I round it down<00:06:39.319><c> to</c><00:06:39.479><c> the</c><00:06:39.639><c> nearest</c><00:06:40.599><c> uh</c><00:06:40.840><c> 25</c><00:06:41.440><c> mm</c><00:06:42.080><c> so</c><00:06:42.319><c> it</c><00:06:42.400><c> will</c> down to the nearest uh 25 mm so it will down to the nearest uh 25 mm so it will be<00:06:43.160><c> use</c><00:06:43.599><c> R8</c><00:06:44.319><c> or</c><00:06:44.759><c> diameter</c><00:06:45.120><c> 8</c><00:06:45.400><c> mm</c><00:06:46.000><c> is</c><00:06:46.199><c> based</c><00:06:46.560><c> at</c> be use R8 or diameter 8 mm is based at be use R8 or diameter 8 mm is based at 150<00:06:47.560><c> mm</c><00:06:48.080><c> through</c><00:06:48.880><c> out</c><00:06:49.240><c> the</c><00:06:49.360><c> whole</c><00:06:49.639><c> length</c><00:06:50.000><c> of</c> 150 mm through out the whole length of 150 mm through out the whole length of the<00:06:50.479><c> beam</c><00:06:50.919><c> so</c><00:06:51.520><c> this</c><00:06:52.520><c> example</c><00:06:53.440><c> uh</c><00:06:53.639><c> shows</c><00:06:54.000><c> us</c> the beam so this example uh shows us the beam so this example uh shows us that<00:06:54.800><c> this</c><00:06:55.039><c> beam</c><00:06:55.360><c> which</c><00:06:55.520><c> is</c><00:06:55.800><c> was</c><00:06:55.919><c> a</c><00:06:56.120><c> small</c><00:06:56.639><c> beam</c> that this beam which is was a small beam that this beam which is was a small beam uh<00:06:57.800><c> it</c><00:06:57.919><c> needs</c><00:06:58.280><c> only</c><00:06:58.560><c> minimum</c><00:06:59.360><c> uh</c><00:06:59.639><c> Shear</c> uh it needs only minimum uh Shear uh it needs only minimum uh Shear reinforcement<00:07:00.639><c> or</c><00:07:00.840><c> minimum</c><00:07:01.199><c> lengths</c> reinforcement or minimum lengths reinforcement or minimum lengths throughout<00:07:02.599><c> the</c><00:07:02.759><c> whole</c><00:07:02.919><c> length</c><00:07:03.199><c> of</c><00:07:03.360><c> the</c><00:07:03.520><c> beam</c> throughout the whole length of the beam throughout the whole length of the beam and<00:07:04.160><c> will</c><00:07:04.360><c> be</c><00:07:05.000><c> R8</c><00:07:05.680><c> is</c><00:07:05.840><c> based</c> and will be R8 is based and will be R8 is based at50<00:07:07.879><c> mm</c><00:07:08.639><c> and</c><00:07:08.840><c> as</c><00:07:08.960><c> you</c><00:07:09.080><c> know</c><00:07:09.280><c> R</c><00:07:09.560><c> refers</c><00:07:09.919><c> to</c><00:07:10.120><c> mild</c> at50 mm and as you know R refers to mild at50 mm and as you know R refers to mild steel<00:07:11.440><c> so</c><00:07:11.800><c> it</c><00:07:11.919><c> is</c><00:07:12.199><c> diameter</c><00:07:12.680><c> of</c><00:07:12.840><c> 8</c><00:07:13.400><c> millim</c><00:07:13.919><c> is</c> steel so it is diameter of 8 millim is steel so it is diameter of 8 millim is based<00:07:14.400><c> at</c><00:07:14.599><c> 150</c><00:07:15.560><c> spacing</c><00:07:15.919><c> throughout</c><00:07:16.400><c> the</c> based at 150 spacing throughout the based at 150 spacing throughout the whole<00:07:16.759><c> length</c><00:07:17.000><c> of</c><00:07:17.120><c> the</c><00:07:17.759><c> beam</c><00:07:18.759><c> now</c><00:07:19.000><c> let's</c><00:07:19.319><c> go</c><00:07:19.479><c> to</c> whole length of the beam now let's go to whole length of the beam now let's go to uh<00:07:20.199><c> the</c><00:07:20.400><c> second</c><00:07:20.800><c> example</c><00:07:21.639><c> uh</c><00:07:21.800><c> in</c><00:07:22.160><c> this</c><00:07:22.440><c> video</c> uh the second example uh in this video uh the second example uh in this video now<00:07:23.720><c> we</c><00:07:23.879><c> have</c><00:07:24.560><c> a</c><00:07:24.840><c> longer</c><00:07:25.240><c> beam</c><00:07:25.599><c> 6</c><00:07:25.840><c> M</c><00:07:26.280><c> and</c><00:07:26.400><c> the</c> now we have a longer beam 6 M and the now we have a longer beam 6 M and the cross-section<00:07:27.199><c> is</c><00:07:27.400><c> bigger</c><00:07:27.879><c> and</c><00:07:28.039><c> we</c><00:07:28.240><c> have</c> cross-section is bigger and we have cross-section is bigger and we have uniformly<00:07:29.520><c> distributed</c><00:07:30.080><c> load</c><00:07:30.440><c> on</c><00:07:31.120><c> the</c><00:07:31.319><c> beam</c> uniformly distributed load on the beam uniformly distributed load on the beam FCU<00:07:32.840><c> is</c><00:07:33.039><c> given</c><00:07:33.400><c> fyv</c><00:07:34.280><c> column</c><00:07:34.680><c> width</c><00:07:35.520><c> this</c> FCU is given fyv column width this FCU is given fyv column width this column<00:07:36.000><c> width</c><00:07:36.319><c> here</c><00:07:36.520><c> also</c><00:07:36.800><c> is</c><00:07:37.000><c> given</c><00:07:37.960><c> and</c><00:07:38.160><c> it</c> column width here also is given and it column width here also is given and it is<00:07:38.440><c> required</c><00:07:38.840><c> to</c><00:07:38.960><c> draw</c><00:07:39.199><c> the</c><00:07:39.280><c> shear</c><00:07:39.560><c> force</c> is required to draw the shear force is required to draw the shear force diagram<00:07:40.440><c> and</c><00:07:40.599><c> then</c><00:07:40.759><c> to</c><00:07:40.960><c> design</c><00:07:41.360><c> the</c><00:07:41.479><c> shear</c> diagram and then to design the shear diagram and then to design the shear reinforcement<00:07:42.520><c> for</c><00:07:43.319><c> this</c><00:07:43.560><c> beam</c><00:07:44.479><c> in</c><00:07:44.720><c> this</c><00:07:44.919><c> case</c> reinforcement for this beam in this case reinforcement for this beam in this case we<00:07:45.360><c> have</c><00:07:45.840><c> a</c><00:07:46.000><c> uniformly</c><00:07:46.680><c> distributed</c><00:07:47.280><c> load</c> we have a uniformly distributed load we have a uniformly distributed load therefore<00:07:48.759><c> when</c><00:07:48.960><c> we</c><00:07:49.400><c> calculate</c><00:07:49.919><c> reactions</c> therefore when we calculate reactions therefore when we calculate reactions this<00:07:50.680><c> is</c><00:07:50.879><c> the</c><00:07:51.240><c> F</c><00:07:51.599><c> or</c><00:07:51.800><c> the</c><00:07:52.599><c> the</c><00:07:52.759><c> resultant</c><00:07:53.199><c> of</c> this is the F or the the resultant of this is the F or the the resultant of the<00:07:53.560><c> force</c><00:07:53.919><c> equals</c><00:07:54.319><c> the</c><00:07:54.479><c> load</c><00:07:54.759><c> multiplied</c><00:07:55.400><c> by</c> the force equals the load multiplied by the force equals the load multiplied by the<00:07:55.840><c> span</c><00:07:56.759><c> so</c><00:07:57.159><c> this</c><00:07:57.319><c> Force</c><00:07:57.840><c> here</c><00:07:58.080><c> equals</c><00:07:58.520><c> 75.</c><00:07:59.520><c> 2</c> the span so this Force here equals 75. 2 the span so this Force here equals 75. 2 multiplied<00:08:00.240><c> by</c><00:08:00.440><c> six</c><00:08:01.199><c> we</c><00:08:01.400><c> divide</c><00:08:01.680><c> it</c><00:08:01.879><c> by</c><00:08:02.000><c> two</c><00:08:02.199><c> to</c> multiplied by six we divide it by two to multiplied by six we divide it by two to get<00:08:02.520><c> the</c><00:08:02.680><c> reaction</c><00:08:03.159><c> left</c><00:08:03.440><c> and</c><00:08:03.759><c> right</c><00:08:04.120><c> and</c><00:08:04.280><c> this</c> get the reaction left and right and this get the reaction left and right and this is<00:08:04.479><c> the</c><00:08:04.680><c> reaction</c><00:08:05.159><c> and</c><00:08:05.360><c> therefore</c><00:08:06.120><c> we</c><00:08:06.240><c> can</c> is the reaction and therefore we can is the reaction and therefore we can draw<00:08:06.680><c> the</c><00:08:06.800><c> sheer</c><00:08:07.080><c> force</c><00:08:07.400><c> diagram</c><00:08:08.000><c> in</c><00:08:08.199><c> this</c> draw the sheer force diagram in this draw the sheer force diagram in this case<00:08:08.919><c> the</c><00:08:09.080><c> load</c><00:08:09.400><c> is</c><00:08:09.960><c> uniformly</c><00:08:10.639><c> distributed</c> case the load is uniformly distributed case the load is uniformly distributed load<00:08:11.599><c> and</c><00:08:11.720><c> the</c><00:08:11.840><c> shear</c><00:08:12.159><c> will</c><00:08:12.319><c> be</c> load and the shear will be load and the shear will be linear<00:08:15.120><c> the</c><00:08:15.319><c> maximum</c><00:08:15.919><c> Shear</c><00:08:16.400><c> force</c><00:08:16.800><c> it</c><00:08:16.960><c> will</c> linear the maximum Shear force it will linear the maximum Shear force it will be<00:08:17.280><c> at</c><00:08:17.440><c> the</c><00:08:17.599><c> center</c><00:08:18.000><c> line</c><00:08:18.520><c> it</c><00:08:18.639><c> is</c><00:08:19.080><c> this</c><00:08:19.400><c> value</c> be at the center line it is this value be at the center line it is this value and<00:08:20.599><c> now</c><00:08:21.080><c> we</c><00:08:21.280><c> need</c><00:08:21.520><c> to</c><00:08:21.720><c> get</c><00:08:22.000><c> the</c><00:08:22.840><c> as</c><00:08:23.240><c> the</c><00:08:23.479><c> shear</c> and now we need to get the as the shear and now we need to get the as the shear is<00:08:23.919><c> not</c><00:08:24.159><c> constant</c><00:08:24.680><c> as</c><00:08:24.800><c> in</c><00:08:24.919><c> the</c><00:08:25.080><c> previous</c> is not constant as in the previous is not constant as in the previous example<00:08:25.919><c> it</c><00:08:26.039><c> was</c><00:08:26.280><c> constant</c><00:08:26.840><c> now</c><00:08:27.039><c> it</c><00:08:27.120><c> is</c><00:08:27.240><c> not</c> example it was constant now it is not example it was constant now it is not constant<00:08:27.960><c> it</c><00:08:28.120><c> decreasing</c><00:08:28.680><c> when</c><00:08:28.840><c> we</c><00:08:28.960><c> go</c> constant it decreasing when we go constant it decreasing when we go through<00:08:29.879><c> the</c><00:08:30.039><c> beam</c><00:08:30.440><c> to</c><00:08:30.680><c> towards</c><00:08:31.159><c> the</c><00:08:31.639><c> mid</c><00:08:32.279><c> span</c> through the beam to towards the mid span through the beam to towards the mid span so<00:08:33.560><c> we</c><00:08:33.680><c> need</c><00:08:33.880><c> to</c><00:08:34.039><c> get</c><00:08:34.240><c> the</c><00:08:34.440><c> shear</c><00:08:35.080><c> Force</c><00:08:35.599><c> at</c><00:08:35.959><c> the</c> so we need to get the shear Force at the so we need to get the shear Force at the face<00:08:36.360><c> of</c><00:08:36.519><c> the</c><00:08:36.680><c> support</c><00:08:37.560><c> and</c><00:08:37.719><c> we</c><00:08:37.839><c> will</c><00:08:38.000><c> use</c><00:08:38.159><c> it</c> face of the support and we will use it face of the support and we will use it to<00:08:38.440><c> compare</c><00:08:38.719><c> it</c><00:08:38.880><c> with</c><00:08:39.000><c> the</c><00:08:39.159><c> Vmax</c><00:08:40.159><c> and</c><00:08:40.320><c> then</c> to compare it with the Vmax and then to compare it with the Vmax and then also<00:08:40.839><c> again</c><00:08:41.080><c> later</c><00:08:41.399><c> we</c><00:08:41.479><c> will</c><00:08:41.680><c> get</c><00:08:41.880><c> the</c><00:08:42.360><c> shear</c> also again later we will get the shear also again later we will get the shear at<00:08:42.919><c> a</c><00:08:43.120><c> distance</c><00:08:43.519><c> D</c><00:08:43.800><c> from</c><00:08:44.039><c> the</c><00:08:44.159><c> face</c><00:08:44.399><c> of</c><00:08:44.560><c> the</c> at a distance D from the face of the at a distance D from the face of the support<00:08:45.320><c> and</c><00:08:45.519><c> we</c><00:08:45.680><c> use</c><00:08:45.880><c> it</c><00:08:46.080><c> for</c><00:08:46.800><c> the</c><00:08:47.720><c> design</c><00:08:48.720><c> for</c> support and we use it for the design for support and we use it for the design for the<00:08:49.200><c> links</c><00:08:50.120><c> so</c><00:08:50.399><c> let's</c><00:08:50.880><c> start</c><00:08:51.320><c> by</c><00:08:51.519><c> getting</c><00:08:51.760><c> the</c> the links so let's start by getting the the links so let's start by getting the shear<00:08:52.200><c> Force</c><00:08:52.560><c> at</c><00:08:52.720><c> the</c><00:08:52.839><c> face</c><00:08:53.040><c> of</c><00:08:53.160><c> the</c><00:08:53.320><c> support</c> shear Force at the face of the support shear Force at the face of the support at<00:08:54.040><c> the</c><00:08:54.200><c> face</c><00:08:54.360><c> of</c><00:08:54.480><c> the</c><00:08:54.680><c> support</c><00:08:55.240><c> here</c><00:08:55.760><c> at</c> at the face of the support here at at the face of the support here at distance<00:08:56.920><c> which</c><00:08:57.080><c> is</c><00:08:57.399><c> equals</c><00:08:58.399><c> width</c><00:08:58.720><c> of</c><00:08:58.839><c> the</c> distance which is equals width of the distance which is equals width of the support<00:08:59.480><c> divided</c><00:08:59.880><c> by</c><00:09:00.079><c> two</c><00:09:00.440><c> so</c><00:09:01.079><c> the</c><00:09:01.200><c> shear</c><00:09:01.480><c> at</c> support divided by two so the shear at support divided by two so the shear at the<00:09:01.760><c> face</c><00:09:01.920><c> of</c><00:09:02.200><c> support</c><00:09:02.680><c> equal</c><00:09:03.000><c> the</c><00:09:03.160><c> reaction</c> the face of support equal the reaction the face of support equal the reaction which<00:09:04.040><c> is</c><00:09:04.240><c> 225.</c><00:09:05.240><c> 6</c><00:09:06.079><c> minus</c><00:09:07.000><c> the</c><00:09:07.200><c> load</c> which is 225. 6 minus the load which is 225. 6 minus the load multiplied<00:09:08.279><c> by</c><00:09:08.440><c> the</c><00:09:08.640><c> distance</c><00:09:09.079><c> which</c><00:09:09.279><c> in</c><00:09:09.480><c> this</c> multiplied by the distance which in this multiplied by the distance which in this case<00:09:09.959><c> is</c><00:09:10.079><c> the</c><00:09:10.279><c> support</c><00:09:10.760><c> width</c><00:09:11.120><c> divided</c><00:09:11.600><c> by</c><00:09:12.240><c> two</c> case is the support width divided by two case is the support width divided by two so<00:09:13.240><c> in</c><00:09:13.440><c> this</c><00:09:13.640><c> case</c><00:09:13.880><c> it</c><00:09:14.079><c> is5</c><00:09:15.079><c> because</c><00:09:15.440><c> the</c><00:09:15.560><c> width</c> so in this case it is5 because the width so in this case it is5 because the width is<00:09:16.680><c> 3</c><00:09:17.000><c> m</c><00:09:17.920><c> and</c><00:09:18.279><c> half</c><00:09:18.519><c> of</c><00:09:18.720><c> that</c><00:09:18.880><c> one</c><00:09:19.040><c> it</c><00:09:19.160><c> will</c><00:09:19.519><c> be5</c> is 3 m and half of that one it will be5 is 3 m and half of that one it will be5 so<00:09:21.040><c> the</c><00:09:21.160><c> sheer</c><00:09:21.560><c> stress</c><00:09:21.880><c> at</c><00:09:22.040><c> the</c><00:09:22.200><c> face</c><00:09:22.360><c> of</c><00:09:22.480><c> the</c> so the sheer stress at the face of the so the sheer stress at the face of the support<00:09:23.160><c> will</c><00:09:23.440><c> be</c><00:09:23.680><c> less</c><00:09:23.920><c> than</c><00:09:24.920><c> 25.6</c><00:09:25.920><c> it</c><00:09:26.040><c> will</c> support will be less than 25.6 it will support will be less than 25.6 it will be be be 24.32%<00:09:29.399><c> logic</c><00:09:29.760><c> because</c><00:09:30.079><c> when</c><00:09:30.240><c> we</c><00:09:30.440><c> go</c><00:09:31.200><c> towards</c> 24.32% logic because when we go towards 24.32% logic because when we go towards the<00:09:31.800><c> center</c><00:09:32.200><c> line</c><00:09:32.680><c> the</c><00:09:32.839><c> shear</c><00:09:33.240><c> will</c><00:09:33.640><c> decrease</c> the center line the shear will decrease the center line the shear will decrease so<00:09:34.279><c> now</c><00:09:34.480><c> the</c><00:09:34.680><c> value</c><00:09:34.959><c> at</c><00:09:35.120><c> the</c><00:09:35.279><c> face</c><00:09:35.480><c> of</c><00:09:35.640><c> the</c> so now the value at the face of the so now the value at the face of the support<00:09:36.279><c> at</c><00:09:36.480><c> this</c><00:09:36.720><c> point</c><00:09:37.399><c> equal</c> 24.32%<00:09:46.959><c> D</c><00:09:47.560><c> so</c><00:09:47.760><c> the</c><00:09:47.880><c> sheer</c><00:09:48.240><c> stress</c><00:09:48.560><c> at</c><00:09:48.680><c> the</c><00:09:48.839><c> face</c> 24.32% D so the sheer stress at the face 24.32% D so the sheer stress at the face of<00:09:49.120><c> the</c><00:09:49.279><c> support</c><00:09:50.040><c> equals</c><00:09:50.440><c> the</c><00:09:50.600><c> p</c><00:09:50.839><c> face</c><00:09:51.680><c> divided</c> of the support equals the p face divided of the support equals the p face divided by<00:09:52.279><c> BD</c><00:09:52.720><c> don't</c><00:09:52.920><c> forget</c><00:09:53.360><c> to</c><00:09:53.480><c> multiply</c><00:09:53.959><c> the</c><00:09:54.079><c> shear</c> by BD don't forget to multiply the shear by BD don't forget to multiply the shear by<00:09:54.680><c> one</c><00:09:55.079><c> 1,000</c><00:09:55.640><c> to</c><00:09:55.760><c> make</c><00:09:55.920><c> it</c><00:09:56.040><c> as</c><00:09:56.240><c> Newton</c> by one 1,000 to make it as Newton by one 1,000 to make it as Newton instead<00:09:57.079><c> of</c><00:09:57.440><c> kilton</c><00:09:58.440><c> and</c><00:09:58.640><c> therefore</c><00:09:59.040><c> the</c><00:09:59.399><c> Ser</c> instead of kilton and therefore the Ser instead of kilton and therefore the Ser stress<00:09:59.920><c> at</c><00:10:00.040><c> the</c><00:10:00.200><c> face</c><00:10:00.360><c> of</c><00:10:00.480><c> the</c><00:10:00.640><c> support</c><00:10:01.079><c> is</c><00:10:01.279><c> 1.3</c> stress at the face of the support is 1.3 stress at the face of the support is 1.3 Newton<00:10:02.440><c> per</c><00:10:02.640><c> mm</c><00:10:03.160><c> squar</c><00:10:04.040><c> so</c><00:10:04.240><c> what</c><00:10:04.360><c> should</c><00:10:04.560><c> we</c><00:10:04.720><c> do</c> Newton per mm squar so what should we do Newton per mm squar so what should we do now<00:10:05.279><c> we</c><00:10:05.680><c> need</c><00:10:05.920><c> to</c><00:10:06.200><c> compare</c><00:10:07.200><c> this</c><00:10:07.560><c> with</c><00:10:07.720><c> the</c><00:10:07.880><c> V</c> now we need to compare this with the V now we need to compare this with the V Max<00:10:08.959><c> Vmax</c><00:10:09.519><c> is</c><00:10:09.640><c> the</c><00:10:09.760><c> Lesser</c><00:10:10.120><c> of8</c><00:10:10.920><c> square</c><00:10:11.240><c> root</c> Max Vmax is the Lesser of8 square root Max Vmax is the Lesser of8 square root FCU<00:10:12.079><c> or</c><00:10:12.320><c> five</c><00:10:12.720><c> in</c><00:10:12.920><c> this</c><00:10:13.160><c> case</c><00:10:13.399><c> because</c><00:10:13.640><c> the</c> FCU or five in this case because the FCU or five in this case because the concrete<00:10:14.320><c> strength</c><00:10:14.680><c> is</c><00:10:14.880><c> 30</c><00:10:15.480><c> megapascal</c><00:10:16.480><c> it</c> concrete strength is 30 megapascal it concrete strength is 30 megapascal it governed<00:10:17.120><c> the</c><00:10:17.279><c> first</c><00:10:17.600><c> part</c><00:10:17.959><c> governed</c><00:10:18.600><c> as</c> governed the first part governed as governed the first part governed as 4.38<00:10:20.399><c> and</c><00:10:20.560><c> we</c><00:10:20.680><c> can</c><00:10:20.839><c> see</c><00:10:21.120><c> that</c><00:10:21.360><c> the</c><00:10:21.519><c> V</c><00:10:21.760><c> at</c><00:10:22.000><c> face</c> 4.38 and we can see that the V at face 4.38 and we can see that the V at face is<00:10:22.640><c> much</c><00:10:22.920><c> lower</c><00:10:23.480><c> than</c><00:10:24.120><c> the</c><00:10:24.320><c> Vmax</c><00:10:24.880><c> it</c><00:10:25.000><c> means</c> is much lower than the Vmax it means is much lower than the Vmax it means dimensions<00:10:25.920><c> are</c><00:10:26.160><c> fine</c><00:10:26.560><c> and</c><00:10:26.720><c> we</c><00:10:26.839><c> can</c><00:10:27.079><c> continue</c> dimensions are fine and we can continue dimensions are fine and we can continue with<00:10:27.880><c> the</c><00:10:28.079><c> design</c><00:10:28.519><c> of</c><00:10:28.680><c> the</c><00:10:28.920><c> link</c><00:10:29.440><c> or</c><00:10:30.079><c> the</c><00:10:30.399><c> stups</c> with the design of the link or the stups with the design of the link or the stups now<00:10:31.839><c> the</c><00:10:32.079><c> first</c><00:10:32.560><c> step</c><00:10:32.800><c> to</c><00:10:32.959><c> do</c><00:10:33.200><c> we</c><00:10:33.360><c> have</c><00:10:33.839><c> to</c><00:10:34.839><c> get</c> now the first step to do we have to get now the first step to do we have to get the<00:10:35.279><c> VC</c><00:10:36.200><c> the</c><00:10:36.320><c> shear</c><00:10:36.600><c> carried</c><00:10:36.959><c> by</c><00:10:37.680><c> concrete</c><00:10:38.279><c> at</c> the VC the shear carried by concrete at the VC the shear carried by concrete at by<00:10:39.360><c> the</c><00:10:39.560><c> concrete</c><00:10:39.959><c> VC</c><00:10:40.440><c> or</c><00:10:40.600><c> we</c><00:10:40.720><c> can</c><00:10:40.959><c> also</c><00:10:41.560><c> start</c> by the concrete VC or we can also start by the concrete VC or we can also start by<00:10:42.120><c> getting</c><00:10:42.480><c> the</c><00:10:42.760><c> shear</c><00:10:43.160><c> at</c><00:10:43.279><c> a</c><00:10:43.440><c> distance</c><00:10:44.040><c> from</c> by getting the shear at a distance from by getting the shear at a distance from the<00:10:44.320><c> face</c><00:10:44.480><c> of</c><00:10:44.720><c> support</c><00:10:45.120><c> because</c><00:10:45.399><c> anyway</c><00:10:45.800><c> we</c> the face of support because anyway we the face of support because anyway we will<00:10:46.040><c> need</c><00:10:46.240><c> it</c><00:10:46.440><c> also</c><00:10:47.279><c> so</c><00:10:47.519><c> let's</c><00:10:47.800><c> start</c><00:10:48.120><c> by</c> will need it also so let's start by will need it also so let's start by getting<00:10:48.600><c> the</c><00:10:48.839><c> shear</c><00:10:49.200><c> at</c><00:10:49.360><c> the</c><00:10:49.560><c> distance</c><00:10:49.920><c> D</c><00:10:50.160><c> from</c> getting the shear at the distance D from getting the shear at the distance D from the<00:10:50.440><c> face</c><00:10:50.600><c> of</c><00:10:50.720><c> the</c><00:10:50.920><c> support</c><00:10:51.720><c> so</c><00:10:51.880><c> to</c><00:10:52.079><c> do</c><00:10:52.279><c> that</c><00:10:52.399><c> it</c> the face of the support so to do that it the face of the support so to do that it will<00:10:52.680><c> be</c><00:10:52.800><c> similar</c><00:10:53.120><c> to</c><00:10:53.320><c> what</c><00:10:53.480><c> we</c><00:10:53.600><c> did</c><00:10:53.839><c> at</c><00:10:54.000><c> the</c><00:10:54.680><c> at</c> will be similar to what we did at the at will be similar to what we did at the at the<00:10:55.120><c> exactly</c><00:10:55.600><c> at</c><00:10:55.760><c> the</c><00:10:56.120><c> face</c><00:10:56.320><c> of</c><00:10:56.480><c> the</c><00:10:56.639><c> support</c> the exactly at the face of the support the exactly at the face of the support but<00:10:57.200><c> now</c><00:10:57.320><c> it</c><00:10:57.399><c> will</c><00:10:57.519><c> be</c><00:10:57.680><c> at</c><00:10:57.760><c> a</c><00:10:57.959><c> distance</c><00:10:58.360><c> D</c><00:10:58.920><c> so</c> but now it will be at a distance D so but now it will be at a distance D so again<00:10:59.519><c> it</c><00:10:59.639><c> will</c><00:10:59.800><c> be</c><00:11:00.120><c> the</c><00:11:00.639><c> reaction</c><00:11:01.880><c> minus</c> again it will be the reaction minus again it will be the reaction minus uniformly<00:11:03.480><c> distributed</c><00:11:04.040><c> load</c><00:11:04.360><c> multiplied</c><00:11:04.920><c> by</c> uniformly distributed load multiplied by uniformly distributed load multiplied by the<00:11:05.240><c> distance</c><00:11:05.839><c> in</c><00:11:06.000><c> this</c><00:11:06.200><c> case</c><00:11:06.399><c> the</c><00:11:06.519><c> distance</c> the distance in this case the distance the distance in this case the distance equals<00:11:07.399><c> support</c><00:11:07.839><c> West</c><00:11:08.200><c> divided</c><00:11:08.600><c> by</c><00:11:08.760><c> two</c><00:11:09.560><c> plus</c> equals support West divided by two plus equals support West divided by two plus d<00:11:10.440><c> because</c><00:11:10.760><c> we</c><00:11:10.880><c> want</c><00:11:11.079><c> to</c><00:11:11.240><c> get</c><00:11:11.360><c> the</c><00:11:11.480><c> shear</c><00:11:11.800><c> at</c><00:11:11.920><c> a</c> d because we want to get the shear at a d because we want to get the shear at a distance<00:11:12.519><c> D</c><00:11:12.839><c> from</c><00:11:13.079><c> the</c><00:11:13.560><c> the</c><00:11:13.720><c> face</c><00:11:13.959><c> of</c><00:11:14.079><c> the</c> distance D from the the face of the distance D from the the face of the support<00:11:14.959><c> so</c><00:11:15.160><c> the</c><00:11:15.360><c> whole</c><00:11:15.560><c> distance</c><00:11:15.880><c> from</c><00:11:16.079><c> the</c> support so the whole distance from the support so the whole distance from the center<00:11:16.519><c> line</c><00:11:16.839><c> will</c><00:11:17.000><c> be</c><00:11:17.200><c> equal</c><00:11:17.519><c> D</c><00:11:18.200><c> plus</c><00:11:18.519><c> support</c> center line will be equal D plus support center line will be equal D plus support width<00:11:19.360><c> divided</c><00:11:19.839><c> by</c><00:11:20.000><c> two</c><00:11:20.320><c> which</c> width divided by two which width divided by two which is5<00:11:22.040><c> the</c><00:11:22.240><c> effective</c><00:11:22.639><c> depth</c><00:11:22.920><c> of</c><00:11:23.040><c> the</c><00:11:23.279><c> beam</c><00:11:23.519><c> it</c> is5 the effective depth of the beam it is5 the effective depth of the beam it was<00:11:23.920><c> 0.55</c><00:11:24.920><c> because</c><00:11:25.160><c> it</c><00:11:25.279><c> was</c><00:11:26.160><c> 550</c><00:11:27.320><c> mm</c><00:11:28.320><c> so</c><00:11:28.760><c> now</c><00:11:28.959><c> we</c> was 0.55 because it was 550 mm so now we was 0.55 because it was 550 mm so now we can<00:11:29.399><c> get</c><00:11:29.560><c> the</c><00:11:29.680><c> share</c><00:11:30.240><c> at</c><00:11:30.440><c> a</c><00:11:30.639><c> distance</c><00:11:31.079><c> D</c><00:11:31.320><c> from</c> can get the share at a distance D from can get the share at a distance D from the<00:11:31.600><c> face</c><00:11:31.760><c> of</c><00:11:31.880><c> the</c><00:11:32.040><c> support</c><00:11:32.399><c> it</c><00:11:32.519><c> will</c><00:11:32.680><c> be</c> 172.16.0.0 5<00:11:58.399><c> Newton</c><00:11:58.720><c> per</c><00:11:58.839><c> millim</c><00:11:59.440><c> Square</c><00:12:00.240><c> this</c><00:12:00.399><c> one</c> 5 Newton per millim Square this one 5 Newton per millim Square this one we'll<00:12:00.839><c> keep</c><00:12:01.040><c> it</c><00:12:01.240><c> because</c><00:12:01.480><c> we'll</c><00:12:01.720><c> compare</c><00:12:02.040><c> it</c> we'll keep it because we'll compare it we'll keep it because we'll compare it again<00:12:03.040><c> later</c><00:12:03.440><c> with</c><00:12:03.639><c> vc+</c><00:12:04.360><c> point4</c><00:12:05.279><c> so</c><00:12:05.480><c> now</c><00:12:05.720><c> let's</c> again later with vc+ point4 so now let's again later with vc+ point4 so now let's get<00:12:06.240><c> the</c><00:12:06.680><c> VC</c><00:12:07.560><c> VC</c><00:12:07.920><c> will</c><00:12:08.120><c> get</c><00:12:08.240><c> it</c><00:12:08.360><c> from</c><00:12:08.639><c> this</c> get the VC VC will get it from this get the VC VC will get it from this equation<00:12:09.480><c> which</c><00:12:09.639><c> we</c><00:12:10.000><c> explained</c><00:12:11.000><c> uh</c><00:12:11.200><c> in</c><00:12:11.399><c> the</c> equation which we explained uh in the equation which we explained uh in the previous<00:12:12.040><c> video</c><00:12:12.399><c> about</c><00:12:12.959><c> sheer</c><00:12:13.959><c> and</c><00:12:14.240><c> in</c><00:12:14.399><c> this</c> previous video about sheer and in this previous video about sheer and in this equation<00:12:15.000><c> we</c><00:12:15.199><c> have</c><00:12:15.360><c> to</c><00:12:15.480><c> calculate</c><00:12:15.959><c> this</c><00:12:16.360><c> 100</c> equation we have to calculate this 100 equation we have to calculate this 100 as<00:12:17.040><c> over</c><00:12:17.480><c> BD</c><00:12:18.360><c> 400</c><00:12:19.040><c> over</c><00:12:19.320><c> D</c><00:12:19.720><c> let's</c><00:12:20.000><c> do</c><00:12:20.279><c> that</c><00:12:21.040><c> the</c> as over BD 400 over D let's do that the as over BD 400 over D let's do that the first<00:12:21.560><c> party</c><00:12:22.000><c> here</c><00:12:22.279><c> we</c><00:12:22.440><c> can</c><00:12:22.600><c> see</c><00:12:22.800><c> it</c><00:12:22.920><c> is</c> first party here we can see it is first party here we can see it is 0595<00:12:25.680><c> and</c><00:12:25.920><c> the</c><00:12:26.160><c> area</c><00:12:27.000><c> of</c><00:12:27.160><c> the</c><00:12:27.279><c> steer</c> 0595 and the area of the steer 0595 and the area of the steer reinforcement<00:12:28.519><c> here</c><00:12:28.800><c> is</c><00:12:28.959><c> the</c><00:12:29.320><c> area</c><00:12:29.639><c> of</c><00:12:29.839><c> the</c> reinforcement here is the area of the reinforcement here is the area of the shear<00:12:30.839><c> or</c><00:12:31.120><c> area</c><00:12:31.399><c> of</c><00:12:31.600><c> the</c><00:12:31.839><c> tension</c><00:12:32.240><c> ster</c> shear or area of the tension ster shear or area of the tension ster reinforcement<00:12:33.199><c> at</c><00:12:34.040><c> the</c><00:12:34.800><c> uh</c><00:12:35.240><c> critical</c><00:12:35.680><c> section</c> reinforcement at the uh critical section reinforcement at the uh critical section when<00:12:36.199><c> we</c><00:12:36.360><c> calculate</c><00:12:36.720><c> Shear</c><00:12:37.440><c> in</c><00:12:37.720><c> this</c><00:12:38.199><c> case</c><00:12:39.199><c> for</c> when we calculate Shear in this case for when we calculate Shear in this case for that<00:12:39.720><c> beam</c><00:12:40.079><c> we</c><00:12:40.240><c> have</c><00:12:40.480><c> two</c><00:12:40.720><c> bars</c><00:12:41.120><c> only</c><00:12:41.519><c> at</c><00:12:41.720><c> the</c> that beam we have two bars only at the that beam we have two bars only at the critical<00:12:43.160><c> section</c><00:12:43.560><c> two</c><00:12:43.760><c> bars</c><00:12:44.160><c> of</c><00:12:44.880><c> diameter</c><00:12:45.399><c> 25</c> critical section two bars of diameter 25 critical section two bars of diameter 25 so<00:12:46.320><c> the</c><00:12:46.519><c> area</c><00:12:46.880><c> will</c><00:12:47.079><c> be</c><00:12:47.959><c> 2</c><00:12:48.199><c> </c><00:12:48.760><c> 491</c><00:12:49.760><c> it</c><00:12:49.880><c> will</c><00:12:50.079><c> give</c> so the area will be 2 491 it will give so the area will be 2 * 491 it will give us<00:12:51.360><c> uh</c><00:12:52.000><c> 982</c><00:12:53.000><c> so</c><00:12:53.480><c> this</c><00:12:53.760><c> value</c><00:12:54.199><c> here</c><00:12:54.720><c> is</c> us uh 982 so this value here is us uh 982 so this value here is equivalent<00:12:55.639><c> to</c><00:12:55.959><c> two</c><00:12:56.240><c> bars</c><00:12:56.600><c> of</c><00:12:56.800><c> diameter</c><00:12:57.320><c> 25</c><00:12:58.120><c> mm</c> equivalent to two bars of diameter 25 mm equivalent to two bars of diameter 25 mm because<00:12:59.600><c> we</c><00:12:59.760><c> have</c><00:12:59.920><c> two</c><00:13:00.480><c> bars</c><00:13:01.480><c> extended</c><00:13:02.000><c> to</c><00:13:02.160><c> the</c> because we have two bars extended to the because we have two bars extended to the end<00:13:02.560><c> or</c><00:13:02.720><c> to</c><00:13:02.880><c> the</c><00:13:03.000><c> sheer</c><00:13:03.399><c> section</c><00:13:04.000><c> and</c><00:13:04.120><c> two</c><00:13:04.320><c> bars</c> end or to the sheer section and two bars end or to the sheer section and two bars were<00:13:04.880><c> shorter</c><00:13:05.639><c> so</c><00:13:05.920><c> only</c><00:13:06.279><c> we</c><00:13:06.440><c> take</c><00:13:06.680><c> the</c><00:13:06.839><c> area</c><00:13:07.160><c> of</c> were shorter so only we take the area of were shorter so only we take the area of the<00:13:07.639><c> tension</c><00:13:08.040><c> steel</c><00:13:08.360><c> bars</c><00:13:09.000><c> at</c><00:13:09.199><c> the</c><00:13:09.320><c> shear</c> the tension steel bars at the shear the tension steel bars at the shear critical<00:13:10.279><c> section</c><00:13:11.279><c> so</c><00:13:11.680><c> this</c><00:13:11.839><c> is</c><00:13:12.199><c> half</c><00:13:12.480><c> of</c><00:13:12.639><c> the</c> critical section so this is half of the critical section so this is half of the area<00:13:13.079><c> of</c><00:13:13.199><c> the</c><00:13:13.360><c> total</c><00:13:13.639><c> steel</c><00:13:13.959><c> at</c><00:13:14.120><c> the</c><00:13:14.240><c> mpan</c><00:13:14.839><c> in</c> area of the total steel at the mpan in area of the total steel at the mpan in this<00:13:15.279><c> case</c><00:13:16.240><c> now</c><00:13:16.519><c> the</c><00:13:16.720><c> value</c><00:13:17.079><c> here</c><00:13:17.279><c> is.</c><00:13:18.079><c> 595</c> this case now the value here is. 595 this case now the value here is. 595 less<00:13:19.320><c> than</c> less than less than three<00:13:21.160><c> it's</c><00:13:21.600><c> okay</c><00:13:22.600><c> and</c><00:13:22.800><c> also</c><00:13:23.040><c> we</c><00:13:23.240><c> calculate</c> three it's okay and also we calculate three it's okay and also we calculate 400<00:13:24.199><c> over</c><00:13:24.480><c> D</c><00:13:25.079><c> now</c><00:13:25.320><c> in</c><00:13:25.519><c> this</c><00:13:25.680><c> case</c><00:13:25.880><c> 400</c><00:13:26.399><c> over</c><00:13:26.639><c> D</c> 400 over D now in this case 400 over D 400 over D now in this case 400 over D is<00:13:27.079><c> less</c><00:13:27.399><c> than</c><00:13:27.959><c> one</c><00:13:28.519><c> so</c><00:13:28.839><c> in</c><00:13:29.480><c> we</c><00:13:29.680><c> use</c><00:13:30.000><c> one</c><00:13:30.279><c> in</c> is less than one so in we use one in is less than one so in we use one in this<00:13:30.639><c> case</c><00:13:30.959><c> because</c><00:13:31.199><c> it</c><00:13:31.320><c> shouldn't</c><00:13:31.639><c> be</c><00:13:31.839><c> less</c> this case because it shouldn't be less this case because it shouldn't be less than<00:13:32.240><c> one</c><00:13:32.680><c> so</c><00:13:32.839><c> if</c><00:13:32.959><c> it</c><00:13:33.040><c> is</c><00:13:33.240><c> less</c><00:13:33.480><c> than</c><00:13:33.639><c> one</c><00:13:33.880><c> the</c> than one so if it is less than one the than one so if it is less than one the code<00:13:34.360><c> says</c><00:13:34.800><c> that</c><00:13:35.079><c> use</c><00:13:35.399><c> one</c><00:13:35.800><c> in</c><00:13:36.040><c> this</c><00:13:36.199><c> case</c><00:13:36.480><c> so</c> code says that use one in this case so code says that use one in this case so we'll<00:13:37.279><c> substitute</c><00:13:38.079><c> 400</c><00:13:38.680><c> over</c><00:13:38.920><c> d</c><00:13:39.199><c> by</c><00:13:39.360><c> 1</c><00:13:40.240><c> 100</c><00:13:40.519><c> as</c> we'll substitute 400 over d by 1 100 as we'll substitute 400 over d by 1 100 as over<00:13:41.160><c> BD</c><00:13:41.600><c> by</c><00:13:41.959><c> this</c><00:13:42.240><c> value</c><00:13:42.880><c> and</c><00:13:43.040><c> we</c><00:13:43.279><c> put</c><00:13:43.519><c> the</c> over BD by this value and we put the over BD by this value and we put the value<00:13:43.880><c> of</c><00:13:44.040><c> FCU</c><00:13:44.760><c> gamma</c><00:13:45.079><c> M</c><00:13:45.360><c> as</c><00:13:45.440><c> you</c><00:13:45.560><c> know</c><00:13:45.760><c> is</c><00:13:46.199><c> 1.25</c> value of FCU gamma M as you know is 1.25 value of FCU gamma M as you know is 1.25 putting<00:13:47.560><c> all</c><00:13:47.680><c> of</c><00:13:47.880><c> these</c><00:13:48.079><c> values</c><00:13:48.480><c> as</c><00:13:48.560><c> you</c><00:13:48.680><c> can</c> putting all of these values as you can putting all of these values as you can see<00:13:49.079><c> will</c><00:13:49.279><c> give</c><00:13:49.440><c> us</c><00:13:49.800><c> a</c><00:13:50.480><c> VC</c><00:13:51.000><c> sheerest</c><00:13:51.480><c> R</c><00:13:51.759><c> carried</c> see will give us a VC sheerest R carried see will give us a VC sheerest R carried by<00:13:52.160><c> the</c><00:13:52.320><c> concrete</c><00:13:52.759><c> is</c><00:13:52.920><c> .54</c><00:13:53.920><c> Newton</c><00:13:54.320><c> per</c><00:13:54.480><c> millim</c> by the concrete is .54 Newton per millim by the concrete is .54 Newton per millim squar<00:13:55.880><c> now</c><00:13:56.079><c> we</c><00:13:56.199><c> can</c><00:13:56.399><c> calculate</c><00:13:56.880><c> the</c><00:13:57.040><c> VC</c><00:13:57.639><c> +4</c><00:13:58.639><c> VC</c> squar now we can calculate the VC +4 VC squar now we can calculate the VC +4 VC +4<00:13:59.920><c> equals.</c><00:14:00.880><c> 94</c><00:14:01.720><c> the</c><00:14:01.839><c> vc+</c><00:14:02.440><c> point4</c><00:14:02.880><c> as</c><00:14:03.000><c> I</c> +4 equals. 94 the vc+ point4 as I +4 equals. 94 the vc+ point4 as I explained<00:14:04.440><c> it</c><00:14:04.560><c> is</c><00:14:04.800><c> the</c><00:14:05.480><c> uh</c><00:14:05.639><c> sheer</c><00:14:06.240><c> stresses</c> explained it is the uh sheer stresses explained it is the uh sheer stresses carried<00:14:07.240><c> by</c><00:14:07.399><c> the</c><00:14:07.600><c> concrete</c><00:14:08.120><c> and</c><00:14:08.320><c> the</c><00:14:08.480><c> minimum</c> carried by the concrete and the minimum carried by the concrete and the minimum links<00:14:10.240><c> so</c><00:14:10.639><c> we</c><00:14:10.800><c> can</c><00:14:10.959><c> see</c><00:14:11.240><c> here</c><00:14:11.480><c> that</c><00:14:11.920><c> the</c><00:14:12.160><c> shear</c> links so we can see here that the shear links so we can see here that the shear stress<00:14:13.120><c> at</c><00:14:13.240><c> a</c><00:14:13.440><c> distance</c><00:14:13.880><c> D</c><00:14:14.320><c> which</c><00:14:14.480><c> is</c><00:14:14.680><c> one</c><00:14:15.320><c> 05</c> stress at a distance D which is one 05 stress at a distance D which is one 05 which<00:14:16.399><c> is</c><00:14:16.519><c> the</c><00:14:16.680><c> critical</c><00:14:17.120><c> section</c><00:14:18.120><c> is</c><00:14:18.360><c> greater</c> which is the critical section is greater which is the critical section is greater than<00:14:19.199><c> vc+</c><00:14:20.000><c> point4</c><00:14:20.880><c> 1.05</c><00:14:21.880><c> is</c><00:14:22.079><c> greater</c><00:14:22.440><c> than</c> than vc+ point4 1.05 is greater than than vc+ point4 1.05 is greater than 0.94<00:14:24.199><c> and</c><00:14:24.680><c> therefore</c><00:14:25.320><c> we</c><00:14:25.480><c> will</c><00:14:25.680><c> need</c><00:14:25.959><c> to</c> 0.94 and therefore we will need to 0.94 and therefore we will need to design<00:14:26.639><c> for</c><00:14:26.920><c> links</c><00:14:27.279><c> links</c><00:14:27.600><c> are</c><00:14:27.839><c> required</c><00:14:28.360><c> more</c> design for links links are required more design for links links are required more than<00:14:28.759><c> the</c><00:14:29.079><c> minimum</c><00:14:29.480><c> yes</c><00:14:29.680><c> more</c><00:14:29.880><c> than</c><00:14:30.079><c> the</c> than the minimum yes more than the than the minimum yes more than the minimum<00:14:30.839><c> and</c><00:14:31.000><c> we</c><00:14:31.120><c> have</c><00:14:31.480><c> designed</c><00:14:31.880><c> for</c><00:14:32.160><c> them</c><00:14:32.560><c> so</c> minimum and we have designed for them so minimum and we have designed for them so we<00:14:32.839><c> have</c><00:14:32.959><c> to</c><00:14:33.079><c> use</c><00:14:33.279><c> the</c><00:14:33.480><c> equation</c><00:14:33.880><c> for</c><00:14:34.360><c> that</c> we have to use the equation for that we have to use the equation for that which<00:14:34.920><c> is</c><00:14:35.160><c> this</c><00:14:35.639><c> equation</c><00:14:36.639><c> a</c><00:14:37.160><c> v</c><00:14:37.399><c> is</c><00:14:37.600><c> greater</c> which is this equation a v is greater which is this equation a v is greater than<00:14:38.160><c> or</c><00:14:38.360><c> equals</c><00:14:38.880><c> BV</c><00:14:39.399><c> SV</c><00:14:39.959><c> </c><00:14:40.399><c> V</c><00:14:40.639><c> minus</c><00:14:41.000><c> VC</c><00:14:41.480><c> /</c><00:14:42.079><c> .95</c> than or equals BV SV V minus VC / .95 than or equals BV SV * V minus VC / .95 FY<00:14:44.000><c> V</c><00:14:44.639><c> the</c><00:14:44.800><c> V</c><00:14:45.079><c> small</c><00:14:45.440><c> here</c><00:14:45.680><c> will</c><00:14:45.880><c> be</c><00:14:46.199><c> at</c><00:14:46.639><c> the</c><00:14:46.839><c> VD</c> FY V the V small here will be at the VD FY V the V small here will be at the VD that<00:14:47.560><c> we</c><00:14:47.720><c> just</c><00:14:47.959><c> calculated</c> that we just calculated that we just calculated 1.05<00:14:50.839><c> VC</c><00:14:51.399><c> is.</c><00:14:52.519><c> 54</c><00:14:53.519><c> BV</c><00:14:54.079><c> is</c><00:14:54.240><c> known</c><00:14:54.680><c> which</c><00:14:54.800><c> is</c><00:14:54.959><c> the</c> 1.05 VC is. 54 BV is known which is the 1.05 VC is. 54 BV is known which is the width<00:14:55.360><c> of</c><00:14:55.480><c> the</c><00:14:55.639><c> beam</c><00:14:55.959><c> in</c><00:14:56.120><c> this</c><00:14:56.279><c> case</c><00:14:56.480><c> it</c><00:14:56.560><c> is</c><00:14:57.040><c> 300</c> width of the beam in this case it is 300 width of the beam in this case it is 300 and<00:14:59.120><c> fyv</c><00:14:59.839><c> is</c><00:15:00.040><c> the</c><00:15:00.480><c> yield</c><00:15:00.959><c> strength</c><00:15:01.480><c> of</c><00:15:01.680><c> the</c><00:15:02.360><c> uh</c> and fyv is the yield strength of the uh and fyv is the yield strength of the uh links<00:15:04.320><c> and</c><00:15:04.519><c> the</c><00:15:04.720><c> ASV</c><00:15:05.279><c> it</c><00:15:05.399><c> will</c><00:15:05.600><c> be</c><00:15:05.920><c> the</c><00:15:06.079><c> area</c><00:15:06.440><c> of</c> links and the ASV it will be the area of links and the ASV it will be the area of the<00:15:06.800><c> links</c><00:15:07.279><c> we</c><00:15:07.440><c> have</c><00:15:07.560><c> to</c><00:15:07.839><c> assume</c><00:15:08.240><c> the</c><00:15:08.519><c> ASV</c><00:15:09.199><c> and</c> the links we have to assume the ASV and the links we have to assume the ASV and we<00:15:09.800><c> therefore</c><00:15:10.199><c> will</c><00:15:10.399><c> be</c><00:15:10.560><c> able</c><00:15:10.800><c> to</c><00:15:10.959><c> get</c><00:15:11.120><c> the</c> we therefore will be able to get the we therefore will be able to get the spacing<00:15:11.920><c> let's</c><00:15:12.120><c> do</c><00:15:12.360><c> that</c><00:15:12.519><c> in</c><00:15:12.680><c> the</c><00:15:12.839><c> coming</c> spacing let's do that in the coming spacing let's do that in the coming slide<00:15:14.199><c> let's</c><00:15:14.480><c> assume</c><00:15:15.040><c> using</c><00:15:15.959><c> diameter</c><00:15:16.440><c> 8</c><00:15:16.800><c> mm</c> slide let's assume using diameter 8 mm slide let's assume using diameter 8 mm lengths<00:15:17.800><c> so</c><00:15:18.000><c> the</c><00:15:18.199><c> ASV</c><00:15:18.800><c> of</c><00:15:19.160><c> two</c><00:15:19.399><c> legs</c><00:15:19.880><c> in</c><00:15:20.160><c> this</c> lengths so the ASV of two legs in this lengths so the ASV of two legs in this case<00:15:20.639><c> will</c><00:15:20.839><c> be</c><00:15:21.360><c> 100.5</c><00:15:22.320><c> mm</c><00:15:22.959><c> Square</c><00:15:23.440><c> which</c><00:15:23.560><c> is</c> case will be 100.5 mm Square which is case will be 100.5 mm Square which is two<00:15:24.120><c> multiplied</c><00:15:24.759><c> by</c><00:15:24.880><c> the</c><00:15:25.040><c> area</c><00:15:25.320><c> of</c><00:15:25.480><c> one</c><00:15:25.720><c> bar</c><00:15:26.000><c> of</c> two multiplied by the area of one bar of two multiplied by the area of one bar of 8<00:15:26.839><c> mm</c><00:15:27.839><c> so</c><00:15:28.040><c> it</c><00:15:28.160><c> will</c><00:15:28.360><c> give</c><00:15:28.480><c> us</c><00:15:28.720><c> this</c><00:15:29.040><c> area</c><00:15:29.440><c> let's</c> 8 mm so it will give us this area let's 8 mm so it will give us this area let's put<00:15:29.880><c> it</c><00:15:30.079><c> here</c><00:15:30.279><c> substitute</c><00:15:30.920><c> with</c><00:15:31.120><c> other</c><00:15:31.399><c> values</c> put it here substitute with other values put it here substitute with other values so<00:15:31.959><c> the</c><00:15:32.120><c> only</c><00:15:32.360><c> unknown</c><00:15:32.800><c> here</c><00:15:32.959><c> will</c><00:15:33.120><c> be</c><00:15:33.319><c> the</c><00:15:34.319><c> SV</c> so the only unknown here will be the SV so the only unknown here will be the SV and<00:15:35.680><c> the</c><00:15:35.800><c> SV</c><00:15:36.279><c> in</c><00:15:36.480><c> this</c><00:15:36.680><c> case</c><00:15:36.959><c> will</c><00:15:37.079><c> be</c><00:15:37.279><c> less</c> and the SV in this case will be less and the SV in this case will be less than than than 156<00:15:39.480><c> mm</c><00:15:40.240><c> so</c><00:15:40.480><c> let's</c><00:15:40.720><c> say</c><00:15:41.079><c> about</c><00:15:41.680><c> 150</c><00:15:42.800><c> mm</c><00:15:43.800><c> and</c> 156 mm so let's say about 150 mm and 156 mm so let's say about 150 mm and also<00:15:44.199><c> we</c><00:15:44.319><c> have</c><00:15:44.440><c> to</c><00:15:44.600><c> compare</c><00:15:44.880><c> it</c><00:15:45.040><c> with</c><00:15:45.279><c> s</c><00:15:45.639><c> Max</c><00:15:45.959><c> s</c> also we have to compare it with s Max s also we have to compare it with s Max s Max<00:15:46.639><c> is</c><00:15:47.319><c> 75</c><00:15:47.959><c> times</c><00:15:48.800><c> effective</c><00:15:49.319><c> depth</c><00:15:49.839><c> so</c><00:15:50.000><c> we</c> Max is 75 times effective depth so we Max is 75 times effective depth so we take<00:15:50.319><c> the</c><00:15:50.440><c> minimum</c><00:15:50.800><c> of</c><00:15:50.880><c> the</c><00:15:51.040><c> two</c><00:15:51.240><c> values</c><00:15:51.920><c> so</c> take the minimum of the two values so take the minimum of the two values so here<00:15:52.519><c> we</c><00:15:52.639><c> will</c><00:15:52.839><c> use</c><00:15:53.279><c> R8</c><00:15:53.880><c> or</c><00:15:54.160><c> diameter</c><00:15:54.600><c> 8</c><00:15:54.880><c> mm</c><00:15:55.440><c> is</c> here we will use R8 or diameter 8 mm is here we will use R8 or diameter 8 mm is based<00:15:55.920><c> at</c><00:15:56.560><c> 150</c><00:15:57.560><c> mm</c><00:15:58.279><c> spacing</c><00:15:59.000><c> this</c><00:15:59.079><c> is</c><00:15:59.199><c> the</c> based at 150 mm spacing this is the based at 150 mm spacing this is the design<00:15:59.880><c> of</c><00:16:00.199><c> the</c><00:16:01.199><c> uh</c><00:16:01.360><c> Shear</c><00:16:01.720><c> reinforcement</c><00:16:02.440><c> or</c> design of the uh Shear reinforcement or design of the uh Shear reinforcement or the<00:16:02.800><c> lengths</c><00:16:03.399><c> at</c><00:16:03.759><c> the</c><00:16:03.959><c> critical</c><00:16:04.440><c> section</c> the lengths at the critical section the lengths at the critical section which<00:16:05.040><c> is</c><00:16:05.240><c> at</c><00:16:05.360><c> a</c><00:16:05.560><c> distance</c><00:16:05.920><c> D</c><00:16:06.160><c> from</c><00:16:06.360><c> the</c><00:16:06.519><c> face</c> which is at a distance D from the face which is at a distance D from the face of<00:16:06.800><c> the</c> of the of the support<00:16:08.920><c> now</c><00:16:09.639><c> as</c><00:16:09.759><c> you</c><00:16:09.880><c> know</c><00:16:10.079><c> the</c><00:16:10.240><c> shear</c><00:16:10.680><c> here</c> support now as you know the shear here support now as you know the shear here in<00:16:11.240><c> in</c><00:16:11.480><c> this</c><00:16:12.000><c> beam</c><00:16:13.000><c> was</c><00:16:13.519><c> linear</c><00:16:14.120><c> so</c><00:16:14.319><c> when</c><00:16:14.480><c> we</c><00:16:14.680><c> go</c> in in this beam was linear so when we go in in this beam was linear so when we go through<00:16:15.360><c> the</c><00:16:15.519><c> beam</c><00:16:15.959><c> close</c><00:16:16.240><c> to</c><00:16:16.399><c> the</c><00:16:16.519><c> center</c> through the beam close to the center through the beam close to the center line<00:16:17.480><c> the</c><00:16:17.639><c> shear</c><00:16:18.000><c> is</c><00:16:18.199><c> less</c><00:16:18.680><c> and</c><00:16:18.880><c> therefore</c><00:16:19.240><c> we</c> line the shear is less and therefore we line the shear is less and therefore we don't<00:16:19.639><c> need</c><00:16:20.600><c> this</c><00:16:21.279><c> value</c><00:16:21.639><c> or</c><00:16:21.880><c> this</c><00:16:22.240><c> spacing</c> don't need this value or this spacing don't need this value or this spacing here<00:16:23.000><c> so</c><00:16:23.279><c> also</c><00:16:23.880><c> at</c><00:16:24.480><c> the</c><00:16:24.600><c> middle</c><00:16:25.000><c> part</c><00:16:25.160><c> of</c><00:16:25.319><c> the</c> here so also at the middle part of the here so also at the middle part of the beam<00:16:25.680><c> we</c><00:16:25.800><c> can</c><00:16:26.000><c> use</c><00:16:26.399><c> nominal</c><00:16:26.839><c> lengths</c><00:16:27.560><c> for</c><00:16:27.759><c> the</c> beam we can use nominal lengths for the beam we can use nominal lengths for the nominal<00:16:28.279><c> lengths</c><00:16:28.720><c> here</c><00:16:29.240><c> we</c><00:16:29.440><c> use</c><00:16:30.120><c> this</c> nominal lengths here we use this nominal lengths here we use this equation<00:16:30.920><c> that</c><00:16:31.040><c> we</c><00:16:31.160><c> used</c><00:16:31.440><c> in</c><00:16:31.560><c> the</c><00:16:31.720><c> previous</c> equation that we used in the previous equation that we used in the previous example<00:16:32.880><c> so</c><00:16:33.120><c> let's</c><00:16:33.360><c> use</c><00:16:33.720><c> the</c><00:16:33.920><c> same</c><00:16:34.360><c> and</c><00:16:34.560><c> also</c> example so let's use the same and also example so let's use the same and also we'll<00:16:35.000><c> use</c><00:16:35.160><c> two</c><00:16:35.399><c> leg</c><00:16:35.720><c> stups</c><00:16:36.199><c> of</c><00:16:36.319><c> 8</c><00:16:36.560><c> millimeter</c> we'll use two leg stups of 8 millimeter we'll use two leg stups of 8 millimeter substitute<00:16:38.319><c> we</c><00:16:38.440><c> can</c><00:16:38.639><c> get</c><00:16:38.800><c> the</c><00:16:39.000><c> spacing</c><00:16:39.480><c> is</c><00:16:39.680><c> 19</c> substitute we can get the spacing is 19 substitute we can get the spacing is 19 8.9<00:16:41.920><c> mm</c><00:16:42.920><c> we</c><00:16:43.079><c> round</c><00:16:43.360><c> it</c><00:16:43.600><c> down</c><00:16:43.800><c> to</c><00:16:44.040><c> R8</c><00:16:44.680><c> based</c><00:16:45.000><c> at</c> 8.9 mm we round it down to R8 based at 8.9 mm we round it down to R8 based at 190<00:16:46.040><c> which</c><00:16:46.160><c> is</c><00:16:46.440><c> again</c><00:16:47.240><c> the</c><00:16:47.440><c> spacing</c><00:16:47.920><c> here</c><00:16:48.120><c> is</c> 190 which is again the spacing here is 190 which is again the spacing here is less<00:16:48.600><c> than</c><00:16:48.800><c> S</c><00:16:49.120><c> Max</c><00:16:49.399><c> so</c><00:16:49.600><c> it's</c><00:16:49.920><c> okay</c><00:16:50.680><c> so</c><00:16:50.880><c> in</c><00:16:51.079><c> this</c> less than S Max so it's okay so in this less than S Max so it's okay so in this beam<00:16:51.759><c> we</c><00:16:51.920><c> have</c><00:16:52.160><c> two</c><00:16:52.399><c> different</c><00:16:52.880><c> configuration</c> beam we have two different configuration beam we have two different configuration of<00:16:53.639><c> stups</c><00:16:54.480><c> close</c><00:16:54.800><c> to</c><00:16:54.959><c> the</c><00:16:55.199><c> support</c><00:16:55.759><c> we</c><00:16:55.880><c> will</c> of stups close to the support we will of stups close to the support we will use<00:16:56.519><c> R8</c><00:16:57.000><c> is</c><00:16:57.160><c> based</c><00:16:57.480><c> at</c><00:16:57.680><c> 150</c><00:16:58.440><c> mm</c> use R8 is based at 150 mm use R8 is based at 150 mm and<00:16:59.920><c> at</c><00:17:00.079><c> the</c><00:17:00.240><c> middle</c><00:17:00.600><c> part</c><00:17:00.839><c> of</c><00:17:00.959><c> the</c><00:17:01.120><c> beam</c><00:17:01.399><c> we</c> and at the middle part of the beam we and at the middle part of the beam we will<00:17:01.720><c> use</c><00:17:01.959><c> R8</c><00:17:02.440><c> is</c><00:17:02.600><c> based</c><00:17:02.959><c> at</c><00:17:03.160><c> 190</c><00:17:04.039><c> mm</c><00:17:04.839><c> but</c><00:17:05.839><c> now</c> will use R8 is based at 190 mm but now will use R8 is based at 190 mm but now how<00:17:06.400><c> to</c><00:17:06.640><c> get</c><00:17:07.240><c> where</c><00:17:07.559><c> to</c><00:17:07.760><c> use</c><00:17:08.319><c> this</c><00:17:08.600><c> part</c> how to get where to use this part how to get where to use this part exactly<00:17:09.559><c> and</c><00:17:09.760><c> where</c><00:17:09.880><c> to</c><00:17:10.039><c> use</c><00:17:10.319><c> this</c><00:17:10.520><c> part</c> exactly and where to use this part exactly and where to use this part exactly<00:17:11.439><c> we</c><00:17:11.720><c> need</c><00:17:11.959><c> some</c><00:17:12.480><c> more</c><00:17:12.760><c> calculations</c> exactly we need some more calculations exactly we need some more calculations to<00:17:13.559><c> do</c><00:17:13.839><c> that</c><00:17:14.400><c> let's</c><00:17:14.600><c> see</c><00:17:15.039><c> together</c><00:17:15.839><c> this</c><00:17:15.959><c> is</c> to do that let's see together this is to do that let's see together this is the<00:17:16.520><c> sheer</c><00:17:17.079><c> force</c><00:17:17.480><c> diagram</c><00:17:18.360><c> we</c><00:17:18.520><c> have</c><00:17:18.679><c> the</c><00:17:18.839><c> V</c> the sheer force diagram we have the V the sheer force diagram we have the V face<00:17:19.439><c> we</c><00:17:19.559><c> have</c><00:17:19.679><c> the</c><00:17:19.839><c> V</c><00:17:20.039><c> at</c><00:17:20.160><c> the</c><00:17:20.319><c> center</c><00:17:21.160><c> and</c> face we have the V at the center and face we have the V at the center and also<00:17:21.720><c> we</c><00:17:21.880><c> have</c><00:17:22.039><c> to</c><00:17:22.240><c> get</c><00:17:22.439><c> something</c><00:17:22.880><c> called</c><00:17:23.199><c> VN</c> also we have to get something called VN also we have to get something called VN VN<00:17:24.799><c> is</c><00:17:24.959><c> the</c><00:17:25.640><c> shear</c><00:17:26.079><c> force</c><00:17:27.000><c> that</c><00:17:27.120><c> will</c><00:17:27.319><c> be</c> VN is the shear force that will be VN is the shear force that will be carried<00:17:27.919><c> by</c><00:17:28.160><c> the</c><00:17:28.319><c> minimum</c><00:17:28.679><c> l</c><00:17:28.919><c> links</c><00:17:29.320><c> plus</c><00:17:30.080><c> the</c> carried by the minimum l links plus the carried by the minimum l links plus the VC<00:17:31.520><c> or</c><00:17:31.720><c> the</c><00:17:31.880><c> shear</c><00:17:32.559><c> carried</c><00:17:32.919><c> by</c><00:17:33.080><c> Concrete</c><00:17:33.520><c> Plus</c> VC or the shear carried by Concrete Plus VC or the shear carried by Concrete Plus minimum<00:17:34.160><c> links</c><00:17:35.000><c> so</c><00:17:35.919><c> if</c><00:17:36.160><c> we</c><00:17:36.600><c> get</c><00:17:36.880><c> the</c><00:17:37.000><c> VN</c><00:17:37.919><c> and</c><00:17:38.080><c> we</c> minimum links so if we get the VN and we minimum links so if we get the VN and we have<00:17:38.480><c> the</c><00:17:38.640><c> VC</c><00:17:39.480><c> V</c><00:17:39.760><c> face</c><00:17:40.280><c> we</c><00:17:40.400><c> can</c><00:17:40.600><c> get</c><00:17:40.840><c> this</c> have the VC V face we can get this have the VC V face we can get this distance<00:17:41.480><c> X</c><00:17:41.919><c> here</c><00:17:42.440><c> by</c><00:17:42.679><c> similarity</c><00:17:43.160><c> of</c> distance X here by similarity of distance X here by similarity of triangles<00:17:43.919><c> or</c><00:17:44.160><c> even</c><00:17:44.400><c> by</c><00:17:44.520><c> a</c><00:17:44.640><c> small</c><00:17:45.200><c> equations</c> triangles or even by a small equations triangles or even by a small equations that<00:17:45.760><c> we</c><00:17:45.880><c> are</c><00:17:46.039><c> going</c><00:17:46.200><c> to</c><00:17:46.360><c> see</c><00:17:46.640><c> now</c><00:17:47.240><c> what</c><00:17:47.400><c> is</c><00:17:47.559><c> the</c> that we are going to see now what is the that we are going to see now what is the V<00:17:48.080><c> capital</c><00:17:48.440><c> n</c><00:17:48.760><c> v</c><00:17:49.000><c> capital</c><00:17:49.280><c> N</c><00:17:49.559><c> is</c><00:17:49.679><c> the</c><00:17:49.799><c> sheer</c> V capital n v capital N is the sheer V capital n v capital N is the sheer force<00:17:50.520><c> carried</c><00:17:50.919><c> by</c><00:17:51.160><c> the</c><00:17:51.400><c> minimum</c> force carried by the minimum force carried by the minimum length<00:17:53.640><c> plus</c><00:17:54.200><c> VC</c><00:17:54.760><c> so</c><00:17:54.960><c> to</c><00:17:55.120><c> do</c><00:17:55.400><c> that</c><00:17:56.400><c> the</c><00:17:57.039><c> VN</c> length plus VC so to do that the VN length plus VC so to do that the VN equals<00:17:58.520><c> VC</c><00:17:58.840><c> v</c><00:17:58.960><c> c</c> equals VC v c equals VC v c +4<00:18:01.039><c> okay</c><00:18:01.320><c> which</c><00:18:01.440><c> is</c><00:18:01.600><c> the</c><00:18:02.000><c> minimum</c><00:18:02.440><c> VC</c><00:18:02.880><c> +4</c> +4 okay which is the minimum VC +4 +4 okay which is the minimum VC +4 multiplied<00:18:04.360><c> by</c><00:18:04.600><c> B</c><00:18:04.919><c> </c><00:18:05.600><c> D</c><00:18:06.520><c> so</c><00:18:06.840><c> let's</c><00:18:07.080><c> do</c><00:18:07.400><c> that</c><00:18:08.200><c> and</c> multiplied by B D so let's do that and multiplied by B * D so let's do that and divide<00:18:08.799><c> it</c><00:18:09.000><c> by</c><00:18:09.200><c> 1,000</c><00:18:09.720><c> to</c><00:18:09.919><c> have</c><00:18:10.039><c> it</c><00:18:10.200><c> as</c><00:18:10.320><c> a</c><00:18:10.520><c> kilon</c> divide it by 1,000 to have it as a kilon divide it by 1,000 to have it as a kilon because<00:18:11.440><c> we</c><00:18:11.559><c> draw</c><00:18:11.799><c> the</c><00:18:11.919><c> shearing</c><00:18:12.280><c> kilon</c><00:18:13.240><c> so</c><00:18:13.440><c> it</c> because we draw the shearing kilon so it because we draw the shearing kilon so it will<00:18:13.760><c> give</c><00:18:13.919><c> us</c><00:18:14.120><c> a</c><00:18:14.280><c> value</c><00:18:14.559><c> of</c> will give us a value of will give us a value of 1551<00:18:16.960><c> kilon</c><00:18:17.760><c> this</c><00:18:17.919><c> is</c><00:18:18.120><c> the</c><00:18:18.880><c> VN</c><00:18:19.880><c> after</c><00:18:20.360><c> this</c> 1551 kilon this is the VN after this 1551 kilon this is the VN after this value<00:18:21.039><c> or</c><00:18:21.240><c> when</c><00:18:21.440><c> the</c><00:18:21.600><c> share</c><00:18:21.880><c> is</c><00:18:22.080><c> less</c><00:18:22.320><c> than</c> value or when the share is less than value or when the share is less than this<00:18:22.799><c> value</c><00:18:23.200><c> from</c><00:18:23.559><c> this</c><00:18:23.760><c> point</c><00:18:24.000><c> to</c><00:18:24.280><c> that</c><00:18:24.440><c> point</c> this value from this point to that point this value from this point to that point we<00:18:24.880><c> can</c><00:18:25.080><c> use</c><00:18:25.480><c> the</c><00:18:25.720><c> minimum</c><00:18:26.200><c> lengths</c><00:18:27.200><c> okay</c><00:18:27.919><c> so</c> we can use the minimum lengths okay so we can use the minimum lengths okay so now<00:18:28.400><c> we</c><00:18:28.559><c> know</c><00:18:28.880><c> the</c><00:18:29.039><c> VN</c><00:18:29.840><c> we</c><00:18:29.960><c> need</c><00:18:30.159><c> to</c><00:18:30.360><c> get</c><00:18:30.559><c> the</c><00:18:30.720><c> X</c> now we know the VN we need to get the X now we know the VN we need to get the X the<00:18:31.360><c> x</c><00:18:31.679><c> is</c><00:18:31.880><c> very</c><00:18:32.080><c> easy</c><00:18:32.360><c> to</c><00:18:33.280><c> to</c><00:18:33.520><c> get</c><00:18:33.679><c> it</c><00:18:33.919><c> it</c><00:18:34.000><c> is</c><00:18:34.280><c> V</c> the x is very easy to to get it it is V the x is very easy to to get it it is V face<00:18:34.919><c> minus</c><00:18:35.320><c> VN</c><00:18:35.760><c> divided</c><00:18:36.159><c> by</c><00:18:36.360><c> the</c><00:18:36.640><c> form</c> face minus VN divided by the form face minus VN divided by the form distributed<00:18:37.559><c> load</c><00:18:38.400><c> so</c><00:18:39.000><c> X</c><00:18:39.480><c> here</c><00:18:39.720><c> equals</c><00:18:40.200><c> V</c><00:18:40.440><c> face</c> distributed load so X here equals V face distributed load so X here equals V face minus<00:18:41.039><c> VN</c><00:18:41.480><c> /</c><00:18:42.120><c> w</c><00:18:42.840><c> v</c><00:18:43.080><c> face</c><00:18:43.320><c> we</c><00:18:43.480><c> already</c> minus VN / w v face we already minus VN / w v face we already calculated<00:18:44.360><c> before</c><00:18:45.080><c> and</c><00:18:45.280><c> VN</c><00:18:45.679><c> we</c><00:18:45.880><c> just</c> calculated before and VN we just calculated before and VN we just calculated calculated calculated now<00:18:48.960><c> and</c><00:18:49.760><c> the</c><00:18:50.360><c> uniformally</c><00:18:51.000><c> distributed</c><00:18:51.520><c> load</c> now and the uniformally distributed load now and the uniformally distributed load was<00:18:52.440><c> 75.2</c><00:18:53.440><c> K</c><00:18:54.000><c> per</c><00:18:54.120><c> meter</c><00:18:54.480><c> so</c><00:18:55.039><c> get</c><00:18:55.280><c> the</c> was 75.2 K per meter so get the was 75.2 K per meter so get the difference<00:18:55.880><c> between</c><00:18:56.159><c> the</c><00:18:56.280><c> shear</c><00:18:56.640><c> forces</c> difference between the shear forces difference between the shear forces divided<00:18:57.720><c> by</c><00:18:58.400><c> the</c><00:18:58.960><c> uh</c><00:18:59.080><c> uniform</c><00:18:59.640><c> distributed</c> divided by the uh uniform distributed divided by the uh uniform distributed load<00:19:00.440><c> you</c><00:19:00.600><c> get</c><00:19:00.799><c> the</c><00:19:01.200><c> distance</c><00:19:01.720><c> here</c><00:19:01.919><c> which</c><00:19:02.080><c> is</c> load you get the distance here which is load you get the distance here which is this<00:19:02.440><c> case</c><00:19:02.640><c> is</c><00:19:02.840><c> about</c><00:19:03.159><c> 08</c><00:19:04.159><c> met</c><00:19:04.600><c> so</c><00:19:05.080><c> because</c><00:19:05.280><c> of</c> this case is about 08 met so because of this case is about 08 met so because of symmetric<00:19:05.960><c> we</c><00:19:06.080><c> have</c><00:19:06.240><c> 08</c><00:19:06.840><c> here</c><00:19:07.000><c> and8</c><00:19:07.880><c> here</c><00:19:08.480><c> and</c> symmetric we have 08 here and8 here and symmetric we have 08 here and8 here and therefore<00:19:09.520><c> we</c><00:19:09.640><c> can</c><00:19:10.360><c> subtract</c><00:19:11.360><c> uh</c><00:19:11.760><c> X</c><00:19:12.159><c> Plus</c><00:19:12.440><c> X</c> therefore we can subtract uh X Plus X therefore we can subtract uh X Plus X here<00:19:12.919><c> from</c><00:19:13.120><c> the</c><00:19:13.320><c> total</c><00:19:13.679><c> distance</c><00:19:14.039><c> that</c><00:19:14.200><c> we</c> here from the total distance that we here from the total distance that we have<00:19:14.440><c> it</c><00:19:14.600><c> here</c><00:19:14.760><c> we</c><00:19:14.880><c> can</c><00:19:15.080><c> get</c><00:19:15.280><c> the</c><00:19:15.919><c> distance</c><00:19:16.280><c> in</c> have it here we can get the distance in have it here we can get the distance in the<00:19:16.520><c> middle</c><00:19:16.880><c> part</c><00:19:17.200><c> we</c><00:19:17.320><c> can</c><00:19:17.520><c> do</c><00:19:17.799><c> that</c><00:19:18.360><c> so</c><00:19:18.720><c> the</c> the middle part we can do that so the the middle part we can do that so the distance<00:19:19.280><c> in</c><00:19:19.400><c> the</c><00:19:19.520><c> middle</c><00:19:19.880><c> part</c><00:19:20.240><c> here</c><00:19:20.400><c> will</c><00:19:20.559><c> be</c> distance in the middle part here will be distance in the middle part here will be 4.12<00:19:22.799><c> M</c><00:19:24.000><c> now</c><00:19:25.000><c> how</c><00:19:25.159><c> to</c><00:19:25.360><c> get</c><00:19:25.600><c> the</c><00:19:25.880><c> number</c><00:19:26.200><c> of</c> 4.12 M now how to get the number of 4.12 M now how to get the number of links<00:19:26.760><c> if</c><00:19:26.880><c> it</c><00:19:26.960><c> is</c><00:19:27.159><c> required</c><00:19:27.600><c> from</c><00:19:27.880><c> you</c><00:19:28.880><c> it</c><00:19:29.039><c> is</c> links if it is required from you it is links if it is required from you it is easy<00:19:30.559><c> uh</c><00:19:30.720><c> you</c><00:19:30.840><c> know</c><00:19:31.080><c> the</c><00:19:31.280><c> spacing</c><00:19:31.960><c> here</c><00:19:32.120><c> in</c><00:19:32.280><c> the</c> easy uh you know the spacing here in the easy uh you know the spacing here in the middle<00:19:32.799><c> part</c><00:19:33.200><c> was</c><00:19:33.840><c> 190</c><00:19:34.840><c> mm</c><00:19:35.559><c> so</c><00:19:35.760><c> to</c><00:19:35.919><c> get</c><00:19:36.120><c> the</c> middle part was 190 mm so to get the middle part was 190 mm so to get the number<00:19:36.520><c> of</c><00:19:36.760><c> links</c><00:19:37.360><c> you</c><00:19:37.600><c> divide</c><00:19:38.039><c> the</c><00:19:38.679><c> Distance</c> number of links you divide the Distance number of links you divide the Distance by<00:19:39.400><c> the</c><00:19:39.600><c> spacing</c><00:19:40.520><c> so</c><00:19:40.840><c> the</c><00:19:41.000><c> number</c><00:19:41.320><c> of</c><00:19:41.520><c> nominal</c> by the spacing so the number of nominal by the spacing so the number of nominal links<00:19:42.200><c> or</c><00:19:42.360><c> minimum</c><00:19:42.720><c> lengths</c><00:19:43.200><c> here</c><00:19:43.440><c> it</c><00:19:43.559><c> will</c><00:19:43.799><c> be</c> links or minimum lengths here it will be links or minimum lengths here it will be the<00:19:44.640><c> distance</c><00:19:45.760><c> 4.12</c><00:19:46.760><c> M</c><00:19:47.200><c> divided</c><00:19:47.600><c> by</c><00:19:47.760><c> the</c> the distance 4.12 M divided by the the distance 4.12 M divided by the spacing<00:19:48.480><c> which</c><00:19:48.640><c> is1</c><00:19:49.120><c> 19</c><00:19:49.600><c> M</c><00:19:50.159><c> so</c><00:19:50.320><c> it</c><00:19:50.400><c> will</c><00:19:50.640><c> give</c> spacing which is1 19 M so it will give spacing which is1 19 M so it will give us<00:19:51.159><c> about</c><00:19:51.480><c> 22</c><00:19:52.039><c> lengths</c><00:19:53.039><c> and</c><00:19:53.360><c> in</c><00:19:53.559><c> the</c><00:19:53.760><c> first</c> us about 22 lengths and in the first us about 22 lengths and in the first part<00:19:54.480><c> here</c><00:19:54.679><c> left</c><00:19:55.000><c> part</c><00:19:55.240><c> and</c><00:19:55.520><c> right</c><00:19:55.799><c> part</c><00:19:56.159><c> also</c> part here left part and right part also part here left part and right part also we<00:19:56.600><c> can</c><00:19:56.840><c> get</c><00:19:57.039><c> the</c><00:19:57.720><c> number</c><00:19:58.080><c> of</c><00:19:58.240><c> links</c><00:19:58.720><c> it</c><00:19:58.840><c> will</c> we can get the number of links it will we can get the number of links it will be<00:19:59.159><c> the</c><00:19:59.360><c> distance</c><00:19:59.840><c> divided</c><00:20:00.280><c> by</c><00:20:00.440><c> the</c><00:20:00.600><c> spacing</c> be the distance divided by the spacing be the distance divided by the spacing the<00:20:01.200><c> spacing</c><00:20:01.600><c> here</c><00:20:01.760><c> it</c><00:20:01.880><c> was</c><00:20:02.159><c> 150</c><00:20:03.080><c> mm</c><00:20:04.080><c> so</c><00:20:04.320><c> it</c> the spacing here it was 150 mm so it the spacing here it was 150 mm so it will<00:20:04.600><c> be</c><00:20:05.120><c> 79</c><00:20:05.840><c> divided</c><00:20:06.400><c> by5</c><00:20:07.400><c> which</c><00:20:07.520><c> is</c><00:20:07.720><c> 150</c><00:20:08.520><c> mm</c> will be 79 divided by5 which is 150 mm will be 79 divided by5 which is 150 mm but<00:20:09.159><c> we</c><00:20:09.280><c> put</c><00:20:09.440><c> it</c><00:20:09.559><c> in</c><00:20:09.760><c> meter</c><00:20:10.440><c> and</c><00:20:10.600><c> we</c><00:20:10.720><c> round</c><00:20:11.039><c> it</c> but we put it in meter and we round it but we put it in meter and we round it up<00:20:11.440><c> so</c><00:20:11.600><c> it</c><00:20:11.720><c> will</c><00:20:11.919><c> be</c><00:20:12.200><c> six</c><00:20:12.520><c> links</c><00:20:13.360><c> and</c><00:20:13.600><c> 22</c><00:20:14.440><c> links</c> up so it will be six links and 22 links up so it will be six links and 22 links so<00:20:15.520><c> the</c><00:20:15.720><c> total</c><00:20:16.000><c> number</c><00:20:16.280><c> of</c><00:20:16.440><c> links</c><00:20:16.799><c> will</c><00:20:16.960><c> be</c><00:20:17.159><c> six</c> so the total number of links will be six so the total number of links will be six in<00:20:17.640><c> the</c><00:20:17.799><c> left</c><00:20:18.200><c> side</c><00:20:19.440><c> 22</c><00:20:20.440><c> in</c><00:20:20.600><c> the</c><00:20:20.760><c> middle</c><00:20:21.159><c> and</c> in the left side 22 in the middle and in the left side 22 in the middle and another<00:20:21.760><c> six</c><00:20:22.080><c> in</c><00:20:22.200><c> the</c><00:20:22.360><c> other</c><00:20:23.039><c> left</c><00:20:23.400><c> side</c><00:20:23.960><c> we</c> another six in the other left side we another six in the other left side we can<00:20:24.320><c> get</c><00:20:24.480><c> the</c><00:20:24.679><c> total</c><00:20:24.960><c> number</c><00:20:25.240><c> of</c><00:20:25.360><c> links</c><00:20:25.720><c> will</c> can get the total number of links will can get the total number of links will be<00:20:26.080><c> about</c><00:20:26.400><c> 32</c><00:20:26.960><c> links</c><00:20:27.960><c> this</c><00:20:28.120><c> is</c><00:20:28.440><c> not</c><00:20:28.919><c> required</c> be about 32 links this is not required be about 32 links this is not required always<00:20:29.919><c> in</c><00:20:30.360><c> questions</c><00:20:30.880><c> so</c><00:20:31.240><c> you</c><00:20:31.400><c> may</c><00:20:32.000><c> not</c><00:20:32.280><c> do</c> always in questions so you may not do always in questions so you may not do that<00:20:32.840><c> you</c><00:20:33.320><c> can</c><00:20:33.600><c> just</c><00:20:34.240><c> know</c><00:20:34.480><c> the</c><00:20:34.679><c> distance</c><00:20:35.039><c> of</c><00:20:35.240><c> X</c> that you can just know the distance of X that you can just know the distance of X here<00:20:35.799><c> and</c><00:20:36.039><c> here</c><00:20:36.240><c> and</c><00:20:36.400><c> the</c><00:20:36.640><c> spacing</c><00:20:37.280><c> the</c> here and here and the spacing the here and here and the spacing the distance<00:20:37.840><c> between</c><00:20:38.280><c> them</c><00:20:38.799><c> and</c><00:20:38.919><c> then</c><00:20:39.080><c> you</c><00:20:39.200><c> can</c> distance between them and then you can distance between them and then you can draw<00:20:40.280><c> the</c><00:20:40.640><c> cross-section</c><00:20:41.280><c> or</c><00:20:41.480><c> the</c><00:20:41.720><c> elevation</c> draw the cross-section or the elevation draw the cross-section or the elevation of<00:20:42.280><c> the</c><00:20:42.440><c> beam</c><00:20:42.679><c> showing</c><00:20:43.080><c> the</c><00:20:43.400><c> lengths</c><00:20:44.320><c> so</c><00:20:44.840><c> and</c> of the beam showing the lengths so and of the beam showing the lengths so and showing<00:20:45.360><c> the</c><00:20:45.679><c> distances</c><00:20:46.320><c> so</c><00:20:46.600><c> the</c><00:20:46.840><c> first</c><00:20:47.240><c> part</c> showing the distances so the first part showing the distances so the first part of<00:20:47.600><c> the</c><00:20:47.760><c> beam</c><00:20:48.039><c> about</c><00:20:48.360><c> 8</c><00:20:48.919><c> meter</c><00:20:49.640><c> the</c><00:20:49.840><c> last</c><00:20:50.120><c> part8</c> of the beam about 8 meter the last part8 of the beam about 8 meter the last part8 M<00:20:51.320><c> we</c><00:20:51.400><c> will</c><00:20:51.520><c> use</c><00:20:51.760><c> R8</c><00:20:52.200><c> is</c><00:20:52.360><c> based</c><00:20:52.720><c> at</c><00:20:53.000><c> 150</c><00:20:54.000><c> and</c><00:20:54.640><c> if</c> M we will use R8 is based at 150 and if M we will use R8 is based at 150 and if you<00:20:54.960><c> want</c><00:20:55.240><c> to</c><00:20:55.440><c> be</c><00:20:55.960><c> uh</c><00:20:56.120><c> to</c><00:20:56.360><c> to</c><00:20:56.559><c> put</c><00:20:56.760><c> the</c><00:20:56.919><c> number</c> you want to be uh to to put the number you want to be uh to to put the number of<00:20:57.280><c> links</c><00:20:57.640><c> also</c><00:20:57.919><c> you</c><00:20:58.000><c> will</c><00:20:58.200><c> say</c><00:20:58.720><c> six</c><00:20:59.600><c> R8</c><00:21:00.200><c> is</c> of links also you will say six R8 is of links also you will say six R8 is based<00:21:00.720><c> at</c><00:21:00.880><c> 156</c><00:21:01.799><c> is</c><00:21:01.919><c> the</c><00:21:02.120><c> number</c><00:21:02.480><c> of</c><00:21:02.880><c> lengths</c> based at 156 is the number of lengths based at 156 is the number of lengths okay<00:21:04.520><c> and</c><00:21:04.760><c> R8</c><00:21:05.360><c> it</c><00:21:05.799><c> means</c><00:21:06.799><c> uh</c><00:21:07.240><c> mild</c><00:21:07.679><c> dis</c><00:21:07.880><c> Ste</c><00:21:08.440><c> of</c> okay and R8 it means uh mild dis Ste of okay and R8 it means uh mild dis Ste of 8<00:21:08.919><c> mm</c><00:21:09.559><c> diameter</c><00:21:10.200><c> and</c><00:21:10.360><c> the</c><00:21:10.559><c> spacing</c><00:21:10.960><c> is</c><00:21:11.360><c> 150</c><00:21:12.360><c> the</c> 8 mm diameter and the spacing is 150 the 8 mm diameter and the spacing is 150 the same<00:21:12.840><c> here</c><00:21:13.080><c> and</c><00:21:13.240><c> the</c><00:21:13.400><c> same</c><00:21:13.559><c> in</c><00:21:13.720><c> the</c><00:21:13.880><c> other</c><00:21:14.200><c> side</c> same here and the same in the other side same here and the same in the other side in<00:21:14.919><c> the</c><00:21:15.080><c> middle</c><00:21:15.440><c> part</c><00:21:15.640><c> we'll</c><00:21:15.880><c> use</c><00:21:16.159><c> minimum</c> in the middle part we'll use minimum in the middle part we'll use minimum links<00:21:17.200><c> which</c><00:21:17.360><c> is</c><00:21:17.520><c> R8</c><00:21:17.960><c> is</c><00:21:18.080><c> baced</c><00:21:18.480><c> at</c><00:21:18.679><c> 190</c><00:21:19.559><c> and</c> links which is R8 is baced at 190 and links which is R8 is baced at 190 and the<00:21:19.840><c> number</c><00:21:20.120><c> of</c><00:21:20.279><c> links</c><00:21:20.720><c> also</c><00:21:21.080><c> is</c><00:21:21.640><c> 22</c><00:21:22.600><c> mm</c><00:21:23.600><c> this</c> the number of links also is 22 mm this the number of links also is 22 mm this will<00:21:23.960><c> conclude</c><00:21:24.400><c> our</c><00:21:25.000><c> uh</c><00:21:25.200><c> video</c><00:21:25.520><c> today</c><00:21:26.279><c> if</c><00:21:26.400><c> you</c> will conclude our uh video today if you will conclude our uh video today if you like<00:21:26.799><c> the</c><00:21:27.000><c> video</c><00:21:27.480><c> please</c><00:21:28.080><c> don't</c><00:21:28.279><c> for</c><00:21:28.640><c> forget</c> like the video please don't for forget like the video please don't for forget to<00:21:29.360><c> like</c><00:21:29.679><c> And</c><00:21:29.919><c> subscribe</c><00:21:30.480><c> and</c><00:21:30.600><c> share</c><00:21:30.840><c> it</c><00:21:31.000><c> with</c> to like And subscribe and share it with to like And subscribe and share it with others<00:21:31.799><c> thank</c><00:21:31.960><c> you</c><00:21:32.120><c> for</c><00:21:32.400><c> watching</c><00:21:32.919><c> and</c><00:21:33.080><c> see</c> others thank you for watching and see others thank you for watching and see you<00:21:33.520><c> in</c><00:21:33.679><c> a</c><00:21:33.880><c> coming</c><00:21:34.240><c> video</c><00:21:34.720><c> and</c><00:21:34.919><c> goodbye</c>
11	ceHYo-7XbYE	Design of RC Solid Slabs (Part 1) - Clear and Informative Video	https://www.youtube.com/watch?v=ceHYo-7XbYE	Design_of_RC_Solid_Slabs_Part_1_-_Clear_and_Informative_Video.en.vtt	good<00:00:01.979><c> morning</c><00:00:02.310><c> everyone</c><00:00:02.610><c> this</c><00:00:03.389><c> is</c><00:00:03.449><c> dr.</c><00:00:03.870><c> Sharif</c> good morning everyone this is dr. Sharif good morning everyone this is dr. Sharif el-gamal<00:00:04.200><c> and</c><00:00:04.940><c> today</c><00:00:05.940><c> we</c><00:00:06.089><c> are</c><00:00:06.210><c> going</c><00:00:06.390><c> to</c><00:00:06.660><c> have</c> el-gamal and today we are going to have el-gamal and today we are going to have a<00:00:07.379><c> lecture</c><00:00:07.770><c> about</c><00:00:07.970><c> important</c><00:00:08.970><c> grid</c><00:00:09.179><c> design</c><00:00:09.420><c> in</c> a lecture about important grid design in a lecture about important grid design in this<00:00:10.679><c> lecture</c><00:00:11.070><c> I'm</c><00:00:11.340><c> going</c><00:00:11.460><c> to</c><00:00:11.880><c> talk</c><00:00:12.059><c> to</c><00:00:12.780><c> you</c> this lecture I'm going to talk to you this lecture I'm going to talk to you about<00:00:13.190><c> solid</c><00:00:14.190><c> slabs</c><00:00:14.549><c> part</c><00:00:15.389><c> 1</c><00:00:15.750><c> that</c><00:00:16.350><c> would</c><00:00:16.500><c> be</c> about solid slabs part 1 that would be about solid slabs part 1 that would be introduction<00:00:17.310><c> to</c><00:00:17.520><c> slabs</c><00:00:17.970><c> and</c><00:00:18.300><c> we'll</c> introduction to slabs and we'll introduction to slabs and we'll concentrate<00:00:18.900><c> more</c><00:00:19.320><c> on</c><00:00:19.560><c> one</c><00:00:20.430><c> way</c><00:00:20.670><c> solid</c><00:00:21.300><c> slab</c> concentrate more on one way solid slab concentrate more on one way solid slab supported<00:00:22.350><c> on</c><00:00:22.560><c> beams</c><00:00:23.660><c> as</c><00:00:24.890><c> you</c><00:00:25.890><c> know</c> supported on beams as you know supported on beams as you know reinforced<00:00:26.519><c> concrete</c><00:00:26.910><c> slabs</c><00:00:27.330><c> are</c><00:00:27.720><c> usually</c> reinforced concrete slabs are usually reinforced concrete slabs are usually used<00:00:28.619><c> in</c><00:00:28.800><c> floors</c><00:00:29.160><c> and</c><00:00:29.460><c> roofs</c><00:00:29.970><c> of</c><00:00:30.269><c> buildings</c><00:00:30.570><c> to</c> used in floors and roofs of buildings to used in floors and roofs of buildings to cover<00:00:31.439><c> big</c><00:00:31.740><c> areas</c><00:00:33.110><c> they</c><00:00:34.110><c> carry</c><00:00:34.410><c> distributed</c> cover big areas they carry distributed cover big areas they carry distributed loads<00:00:35.340><c> and</c><00:00:35.870><c> primary</c><00:00:36.870><c> by</c><00:00:37.020><c> bending</c><00:00:37.739><c> moments</c><00:00:38.190><c> or</c> loads and primary by bending moments or loads and primary by bending moments or there<00:00:39.180><c> are</c><00:00:39.300><c> some</c><00:00:39.510><c> shear</c><00:00:39.750><c> stresses</c><00:00:40.430><c> differs</c> there are some shear stresses differs there are some shear stresses differs from<00:00:41.640><c> one</c><00:00:41.969><c> pile</c><00:00:42.180><c> slack</c><00:00:42.719><c> to</c><00:00:42.899><c> another</c><00:00:43.110><c> type</c><00:00:43.440><c> of</c> from one pile slack to another type of from one pile slack to another type of slab<00:00:44.780><c> there</c><00:00:45.780><c> are</c><00:00:45.870><c> different</c><00:00:46.260><c> types</c><00:00:46.469><c> of</c><00:00:46.620><c> slabs</c> slab there are different types of slabs slab there are different types of slabs you<00:00:47.640><c> will</c><00:00:47.820><c> see</c><00:00:48.469><c> the</c><00:00:49.469><c> first</c><00:00:49.649><c> type</c><00:00:49.950><c> is</c><00:00:50.840><c> solid</c> you will see the first type is solid you will see the first type is solid this<00:00:51.960><c> lab</c><00:00:52.140><c> supported</c><00:00:52.800><c> on</c><00:00:52.920><c> beams</c> straight<00:00:55.750><c> on</c><00:00:55.870><c> the</c><00:00:55.989><c> slick</c><00:00:56.199><c> shot</c><00:00:56.350><c> when</c><00:00:56.469><c> this</c> straight on the slick shot when this straight on the slick shot when this type<00:00:56.859><c> of</c><00:00:56.890><c> slaps</c><00:00:57.399><c> and</c><00:00:58.269><c> the</c><00:00:58.660><c> solid</c><00:00:58.929><c> slap</c> type of slaps and the solid slap type of slaps and the solid slap supported<00:00:59.589><c> on</c><00:00:59.710><c> beams</c><00:00:59.980><c> you</c><00:01:00.129><c> can</c><00:01:00.159><c> see</c><00:01:00.429><c> that</c><00:01:00.670><c> you</c> supported on beams you can see that you supported on beams you can see that you have<00:01:01.359><c> a</c><00:01:01.390><c> slab</c><00:01:01.719><c> then</c><00:01:02.500><c> the</c><00:01:02.890><c> load</c><00:01:03.010><c> will</c><00:01:03.820><c> be</c> have a slab then the load will be have a slab then the load will be transferred<00:01:04.210><c> from</c><00:01:04.750><c> the</c><00:01:04.960><c> slab</c><00:01:05.170><c> to</c><00:01:05.439><c> beams</c><00:01:05.770><c> and</c> transferred from the slab to beams and transferred from the slab to beams and the<00:01:06.850><c> beams</c><00:01:07.060><c> will</c><00:01:07.390><c> transfer</c><00:01:07.960><c> the</c><00:01:08.140><c> load</c><00:01:08.320><c> to</c><00:01:08.350><c> the</c> the beams will transfer the load to the the beams will transfer the load to the columns<00:01:09.670><c> okay</c><00:01:10.299><c> so</c><00:01:10.570><c> you</c><00:01:10.840><c> have</c><00:01:11.229><c> a</c><00:01:11.500><c> slab</c> columns okay so you have a slab columns okay so you have a slab supported<00:01:12.640><c> on</c><00:01:12.789><c> beams</c><00:01:13.030><c> and</c><00:01:13.420><c> the</c><00:01:14.350><c> beams</c><00:01:14.560><c> will</c> supported on beams and the beams will supported on beams and the beams will transfer<00:01:15.340><c> the</c><00:01:15.759><c> load</c><00:01:15.909><c> to</c><00:01:16.119><c> the</c><00:01:16.149><c> columns</c> transfer the load to the columns transfer the load to the columns another<00:01:17.530><c> type</c><00:01:17.799><c> of</c><00:01:17.830><c> slabs</c><00:01:18.369><c> that</c><00:01:18.670><c> you</c><00:01:18.789><c> may</c><00:01:18.909><c> also</c> another type of slabs that you may also another type of slabs that you may also see<00:01:19.509><c> flat</c><00:01:20.409><c> slabs</c><00:01:20.830><c> and</c><00:01:21.130><c> flat</c><00:01:21.369><c> plates</c><00:01:21.700><c> in</c><00:01:22.000><c> flat</c> see flat slabs and flat plates in flat see flat slabs and flat plates in flat slabs<00:01:23.289><c> and</c><00:01:23.649><c> flat</c><00:01:24.009><c> plates</c><00:01:24.340><c> you</c><00:01:24.789><c> will</c><00:01:24.939><c> have</c><00:01:25.119><c> a</c> slabs and flat plates you will have a slabs and flat plates you will have a slab<00:01:25.979><c> supported</c><00:01:26.979><c> directly</c><00:01:27.429><c> on</c><00:01:27.640><c> the</c><00:01:28.509><c> column</c> slab supported directly on the column slab supported directly on the column without<00:01:29.110><c> beams</c><00:01:29.710><c> so</c><00:01:30.190><c> the</c><00:01:30.850><c> difference</c><00:01:31.240><c> between</c> without beams so the difference between without beams so the difference between the<00:01:32.140><c> flat</c><00:01:32.380><c> slab</c><00:01:32.740><c> and</c><00:01:33.039><c> flat</c><00:01:33.280><c> plates</c><00:01:33.750><c> here</c><00:01:34.750><c> in</c> the flat slab and flat plates here in the flat slab and flat plates here in the<00:01:35.110><c> flat</c><00:01:35.289><c> slabs</c><00:01:35.679><c> and</c><00:01:35.860><c> flat</c><00:01:36.130><c> plates</c><00:01:36.399><c> you</c><00:01:36.610><c> don't</c> the flat slabs and flat plates you don't the flat slabs and flat plates you don't have<00:01:36.970><c> beams</c><00:01:37.360><c> loads</c><00:01:38.170><c> would</c><00:01:38.619><c> be</c><00:01:38.770><c> transferred</c> have beams loads would be transferred have beams loads would be transferred directly<00:01:39.549><c> from</c><00:01:39.940><c> the</c><00:01:40.149><c> slab</c><00:01:40.390><c> to</c><00:01:40.720><c> the</c><00:01:40.750><c> column</c><00:01:41.259><c> and</c> directly from the slab to the column and directly from the slab to the column and in<00:01:41.560><c> this</c><00:01:41.709><c> case</c><00:01:41.950><c> the</c><00:01:42.130><c> shear</c><00:01:42.340><c> will</c><00:01:42.549><c> be</c><00:01:42.700><c> effective</c> in this case the shear will be effective in this case the shear will be effective and<00:01:43.420><c> will</c><00:01:43.929><c> be</c><00:01:44.080><c> important</c><00:01:44.679><c> to</c><00:01:44.709><c> here</c><00:01:44.920><c> you</c><00:01:45.069><c> have</c> and will be important to here you have and will be important to here you have to<00:01:45.490><c> take</c><00:01:46.060><c> care</c><00:01:46.390><c> about</c><00:01:46.420><c> the</c><00:01:46.810><c> ship</c><00:01:47.049><c> because</c><00:01:47.319><c> you</c> to take care about the ship because you to take care about the ship because you will<00:01:47.530><c> have</c><00:01:47.679><c> a</c><00:01:47.709><c> high</c><00:01:48.340><c> shear</c><00:01:48.700><c> stresses</c><00:01:49.060><c> at</c><00:01:49.659><c> the</c> will have a high shear stresses at the will have a high shear stresses at the column<00:01:50.709><c> area</c><00:01:50.950><c> this</c><00:01:51.759><c> is</c><00:01:51.880><c> why</c><00:01:52.060><c> sometimes</c><00:01:52.360><c> they</c> column area this is why sometimes they column area this is why sometimes they make<00:01:53.259><c> some</c><00:01:53.440><c> drop</c><00:01:53.679><c> panels</c><00:01:54.069><c> around</c><00:01:54.759><c> the</c><00:01:55.179><c> columns</c> make some drop panels around the columns make some drop panels around the columns and<00:01:55.810><c> sometimes</c><00:01:56.619><c> we</c><00:01:56.770><c> also</c><00:01:56.950><c> use</c><00:01:57.130><c> column</c><00:01:58.030><c> heads</c> and sometimes we also use column heads and sometimes we also use column heads the<00:01:59.619><c> third</c><00:01:59.979><c> type</c><00:02:00.420><c> over</c><00:02:01.420><c> slabs</c><00:02:01.689><c> hollow</c><00:02:02.109><c> block</c> the third type over slabs hollow block the third type over slabs hollow block slabs<00:02:02.740><c> and</c><00:02:03.390><c> rip</c><00:02:04.390><c> the</c><00:02:04.600><c> slabs</c><00:02:04.869><c> hollow</c><00:02:05.799><c> block</c> slabs and rip the slabs hollow block slabs and rip the slabs hollow block slabs<00:02:06.430><c> and</c><00:02:06.820><c> rip</c><00:02:07.090><c> the</c><00:02:07.240><c> slabs</c><00:02:07.509><c> in</c><00:02:07.869><c> the</c><00:02:08.019><c> hollow</c> slabs and rip the slabs in the hollow slabs and rip the slabs in the hollow block<00:02:08.440><c> they</c><00:02:09.220><c> use</c><00:02:09.489><c> some</c><00:02:10.090><c> blocks</c> block they use some blocks block they use some blocks it<00:02:11.739><c> could</c><00:02:12.010><c> be</c><00:02:12.130><c> lightweight</c><00:02:12.340><c> blocks</c><00:02:12.880><c> or</c><00:02:13.890><c> any</c> it could be lightweight blocks or any it could be lightweight blocks or any type<00:02:15.160><c> of</c><00:02:15.190><c> boom</c><00:02:16.060><c> or</c><00:02:16.450><c> any</c><00:02:16.630><c> other</c><00:02:16.840><c> material</c><00:02:17.440><c> to</c> type of boom or any other material to type of boom or any other material to reduce<00:02:18.400><c> the</c><00:02:18.670><c> self-weight</c><00:02:19.299><c> of</c><00:02:19.570><c> the</c><00:02:19.780><c> slab</c><00:02:20.230><c> and</c> reduce the self-weight of the slab and reduce the self-weight of the slab and they<00:02:22.180><c> arrange</c><00:02:22.570><c> these</c><00:02:22.840><c> blocks</c><00:02:23.230><c> to</c><00:02:23.769><c> have</c><00:02:23.950><c> a</c> they arrange these blocks to have a they arrange these blocks to have a spacing<00:02:24.310><c> between</c><00:02:24.609><c> them</c><00:02:25.000><c> we</c><00:02:25.150><c> call</c><00:02:25.359><c> them</c><00:02:25.540><c> ribs</c> spacing between them we call them ribs spacing between them we call them ribs and<00:02:26.160><c> in</c><00:02:27.160><c> this</c><00:02:27.310><c> case</c><00:02:27.579><c> you</c><00:02:27.790><c> will</c><00:02:27.940><c> have</c><00:02:27.970><c> a</c><00:02:28.150><c> small</c> and in this case you will have a small and in this case you will have a small slab<00:02:28.840><c> thickness</c><00:02:29.380><c> at</c><00:02:29.799><c> the</c><00:02:29.950><c> top</c><00:02:30.160><c> this</c><00:02:30.700><c> would</c><00:02:30.880><c> be</c> slab thickness at the top this would be slab thickness at the top this would be 5<00:02:31.239><c> centimeter</c><00:02:31.480><c> to</c><00:02:32.140><c> 7</c><00:02:32.709><c> centimeters</c><00:02:32.970><c> usually</c> 5 centimeter to 7 centimeters usually 5 centimeter to 7 centimeters usually supported<00:02:34.840><c> on</c><00:02:35.079><c> trips</c><00:02:35.859><c> here</c><00:02:36.790><c> and</c><00:02:37.150><c> the</c><00:02:37.959><c> spacing</c> supported on trips here and the spacing supported on trips here and the spacing between<00:02:38.500><c> reps</c><00:02:38.950><c> depends</c><00:02:39.459><c> on</c><00:02:39.670><c> the</c><00:02:39.850><c> size</c><00:02:40.329><c> of</c><00:02:40.569><c> the</c> between reps depends on the size of the between reps depends on the size of the loop<00:02:40.870><c> that</c><00:02:41.049><c> you</c><00:02:41.109><c> are</c><00:02:41.230><c> using</c><00:02:41.410><c> here</c><00:02:41.859><c> and</c><00:02:42.160><c> the</c> loop that you are using here and the loop that you are using here and the Hama<00:02:42.670><c> blocks</c><00:02:42.940><c> you</c><00:02:43.060><c> use</c><00:02:43.239><c> some</c><00:02:43.450><c> blocks</c><00:02:43.660><c> or</c><00:02:43.920><c> like</c> Hama blocks you use some blocks or like Hama blocks you use some blocks or like food<00:02:45.190><c> or</c><00:02:46.180><c> any</c><00:02:46.390><c> other</c><00:02:46.450><c> material</c><00:02:47.079><c> in</c><00:02:47.200><c> the</c><00:02:47.470><c> red</c> food or any other material in the red food or any other material in the red the<00:02:47.739><c> slabs</c><00:02:48.010><c> you</c><00:02:48.489><c> have</c><00:02:48.700><c> only</c><00:02:48.940><c> the</c><00:02:49.480><c> top</c><00:02:49.630><c> slab</c><00:02:49.989><c> and</c> the slabs you have only the top slab and the slabs you have only the top slab and the<00:02:50.530><c> rich</c><00:02:50.680><c> was</c><00:02:51.130><c> how</c><00:02:51.250><c> it</c><00:02:51.400><c> looks</c><00:02:52.180><c> here</c><00:02:52.769><c> the</c><00:02:53.769><c> last</c> the rich was how it looks here the last the rich was how it looks here the last type<00:02:54.430><c> of</c><00:02:54.609><c> slab</c><00:02:54.910><c> set</c><00:02:55.209><c> called</c><00:02:55.480><c> waffle</c><00:02:55.959><c> slabs</c><00:02:56.680><c> the</c> type of slab set called waffle slabs the type of slab set called waffle slabs the slabs<00:02:57.910><c> have</c><00:02:58.209><c> some</c><00:02:58.870><c> similarities</c><00:02:59.530><c> to</c><00:02:59.560><c> the</c><00:03:00.069><c> red</c> slabs have some similarities to the red slabs have some similarities to the red this<00:03:00.430><c> laughs</c><00:03:00.670><c> but</c><00:03:00.940><c> two-way</c><00:03:01.569><c> so</c><00:03:02.290><c> it</c><00:03:02.410><c> is</c><00:03:02.530><c> similar</c> this laughs but two-way so it is similar this laughs but two-way so it is similar to<00:03:02.950><c> the</c><00:03:03.040><c> rib</c><00:03:03.160><c> the</c><00:03:03.280><c> slab</c><00:03:03.519><c> to</c><00:03:03.849><c> where</c><00:03:04.090><c> it</c><00:03:04.269><c> the</c> to the rib the slab to where it the to the rib the slab to where it the slabs slabs slabs and<00:03:06.459><c> add</c><00:03:07.459><c> the</c><00:03:07.790><c> columns</c><00:03:08.120><c> because</c><00:03:08.540><c> of</c><00:03:08.959><c> the</c><00:03:09.290><c> high</c> and add the columns because of the high and add the columns because of the high shear<00:03:09.980><c> stresses</c><00:03:10.959><c> so</c><00:03:11.959><c> you</c><00:03:12.799><c> have</c><00:03:13.069><c> some</c><00:03:13.340><c> solid</c> shear stresses so you have some solid shear stresses so you have some solid part<00:03:14.629><c> this</c><00:03:15.530><c> will</c><00:03:15.799><c> be</c><00:03:16.760><c> able</c><00:03:16.970><c> to</c><00:03:17.530><c> resist</c><00:03:18.530><c> the</c> part this will be able to resist the part this will be able to resist the higher<00:03:18.980><c> shear</c><00:03:19.280><c> stresses</c><00:03:19.670><c> act</c><00:03:20.230><c> around</c><00:03:21.230><c> the</c> higher shear stresses act around the higher shear stresses act around the column<00:03:21.739><c> area</c><00:03:23.409><c> there</c><00:03:24.409><c> are</c><00:03:24.560><c> different</c> column area there are different column area there are different classifications<00:03:26.720><c> like</c><00:03:26.840><c> the</c><00:03:27.200><c> spans</c><00:03:27.560><c> you</c><00:03:27.890><c> may</c> classifications like the spans you may classifications like the spans you may have<00:03:28.280><c> simply</c><00:03:28.640><c> supported</c><00:03:29.239><c> slab</c><00:03:29.569><c> or</c><00:03:29.930><c> continuous</c> have simply supported slab or continuous have simply supported slab or continuous this<00:03:31.609><c> is</c><00:03:31.819><c> valid</c><00:03:32.120><c> for</c><00:03:32.150><c> slabs</c><00:03:32.629><c> or</c><00:03:32.870><c> for</c><00:03:33.109><c> beams</c><00:03:33.470><c> or</c> this is valid for slabs or for beams or this is valid for slabs or for beams or for<00:03:33.950><c> any</c><00:03:34.629><c> structure</c><00:03:35.629><c> you</c><00:03:35.750><c> may</c><00:03:35.900><c> have</c><00:03:36.049><c> simply</c> for any structure you may have simply for any structure you may have simply supported<00:03:37.159><c> or</c><00:03:37.370><c> one</c><00:03:37.609><c> span</c><00:03:37.940><c> only</c><00:03:38.180><c> or</c><00:03:38.859><c> mini</c><00:03:39.859><c> spans</c> supported or one span only or mini spans supported or one span only or mini spans you'll<00:03:40.459><c> recall</c><00:03:40.790><c> them</c><00:03:41.030><c> continuous</c><00:03:41.659><c> also</c><00:03:42.560><c> for</c> you'll recall them continuous also for you'll recall them continuous also for the<00:03:42.859><c> suppose</c><00:03:43.190><c> sometimes</c><00:03:43.700><c> could</c><00:03:44.239><c> be</c><00:03:44.269><c> fixed</c> the suppose sometimes could be fixed the suppose sometimes could be fixed supports<00:03:45.260><c> or</c><00:03:45.470><c> pin</c><00:03:45.680><c> supports</c><00:03:46.250><c> and</c><00:03:46.430><c> in</c><00:03:47.269><c> some</c> supports or pin supports and in some supports or pin supports and in some cases<00:03:47.690><c> you</c><00:03:47.930><c> have</c><00:03:48.109><c> some</c><00:03:48.290><c> steps</c><00:03:48.650><c> with</c><00:03:48.920><c> free</c><00:03:49.190><c> end</c> cases you have some steps with free end cases you have some steps with free end like<00:03:50.090><c> balconies</c><00:03:50.659><c> you</c><00:03:51.049><c> will</c><00:03:51.170><c> have</c><00:03:51.319><c> a</c><00:03:51.349><c> free</c><00:03:51.590><c> end</c> like balconies you will have a free end like balconies you will have a free end or<00:03:52.069><c> sometimes</c><00:03:52.730><c> you</c><00:03:52.849><c> have</c><00:03:53.000><c> a</c><00:03:53.030><c> slab</c><00:03:53.329><c> supported</c> or sometimes you have a slab supported or sometimes you have a slab supported from<00:03:54.079><c> two</c><00:03:54.829><c> or</c><00:03:55.040><c> three</c><00:03:55.280><c> sides</c><00:03:55.549><c> and</c><00:03:55.849><c> the</c><00:03:56.689><c> last</c> from two or three sides and the last from two or three sides and the last side<00:03:57.379><c> of</c><00:03:57.590><c> the</c><00:03:57.709><c> slab</c><00:03:57.950><c> is</c><00:03:58.129><c> free</c><00:03:59.590><c> for</c><00:04:00.590><c> the</c><00:04:00.829><c> solidus</c> side of the slab is free for the solidus side of the slab is free for the solidus slabs<00:04:01.760><c> supported</c><00:04:02.720><c> on</c><00:04:02.900><c> beams</c><00:04:03.109><c> which</c><00:04:03.439><c> is</c><00:04:03.650><c> a</c> slabs supported on beams which is a slabs supported on beams which is a topic<00:04:04.220><c> of</c><00:04:04.340><c> our</c><00:04:04.579><c> lecture</c><00:04:04.970><c> today</c><00:04:05.170><c> there</c><00:04:06.170><c> are</c><00:04:06.290><c> two</c> topic of our lecture today there are two topic of our lecture today there are two main<00:04:06.680><c> types</c><00:04:06.980><c> one-way</c><00:04:07.909><c> solid</c><00:04:08.389><c> slabs</c><00:04:08.780><c> and</c> main types one-way solid slabs and main types one-way solid slabs and two-way<00:04:10.639><c> solid</c><00:04:11.030><c> slabs</c><00:04:11.620><c> what</c><00:04:12.620><c> is</c><00:04:12.799><c> the</c> two-way solid slabs what is the two-way solid slabs what is the difference<00:04:13.250><c> between</c><00:04:13.359><c> one-way</c><00:04:14.359><c> and</c><00:04:14.720><c> two-way</c> difference between one-way and two-way difference between one-way and two-way solid<00:04:16.310><c> slabs</c><00:04:16.639><c> it</c><00:04:17.269><c> depends</c><00:04:17.630><c> on</c><00:04:17.780><c> the</c><00:04:17.959><c> geometry</c> solid slabs it depends on the geometry solid slabs it depends on the geometry so<00:04:18.910><c> let's</c><00:04:19.910><c> say</c><00:04:20.150><c> this</c><00:04:20.419><c> is</c><00:04:20.599><c> a</c><00:04:20.630><c> slab</c><00:04:21.610><c> the</c><00:04:22.610><c> long</c> so let's say this is a slab the long so let's say this is a slab the long side<00:04:23.389><c> of</c><00:04:23.419><c> the</c><00:04:23.659><c> slab</c><00:04:24.020><c> here</c><00:04:24.260><c> we</c><00:04:24.470><c> call</c><00:04:24.680><c> it</c><00:04:24.710><c> long</c> side of the slab here we call it long side of the slab here we call it long span<00:04:25.340><c> and</c><00:04:25.610><c> the</c><00:04:26.210><c> short</c><00:04:26.479><c> will</c><00:04:27.139><c> be</c><00:04:27.289><c> the</c><00:04:27.470><c> shortest</c> span and the short will be the shortest span and the short will be the shortest span<00:04:28.070><c> so</c><00:04:29.060><c> if</c><00:04:29.510><c> this</c><00:04:30.169><c> long</c><00:04:30.470><c> disband</c><00:04:31.090><c> divided</c><00:04:32.090><c> by</c> span so if this long disband divided by span so if this long disband divided by the<00:04:32.300><c> short</c><00:04:32.630><c> span</c><00:04:33.050><c> is</c><00:04:33.320><c> greater</c><00:04:33.620><c> than</c><00:04:33.889><c> two</c><00:04:34.130><c> we</c> the short span is greater than two we the short span is greater than two we classify<00:04:35.479><c> this</c><00:04:35.539><c> as</c><00:04:35.900><c> one</c><00:04:36.650><c> way</c><00:04:36.860><c> solid</c><00:04:37.610><c> islam</c><00:04:38.409><c> if</c> classify this as one way solid islam if classify this as one way solid islam if the<00:04:40.389><c> longest</c><00:04:41.389><c> ban</c><00:04:41.599><c> divided</c><00:04:42.229><c> by</c><00:04:42.349><c> the</c><00:04:42.409><c> shorter</c> the longest ban divided by the shorter the longest ban divided by the shorter span<00:04:43.159><c> is</c><00:04:43.400><c> less</c><00:04:44.180><c> than</c><00:04:44.510><c> or</c><00:04:44.780><c> equals</c><00:04:45.590><c> to</c><00:04:45.949><c> even</c><00:04:46.580><c> if</c> span is less than or equals to even if span is less than or equals to even if it<00:04:46.820><c> is</c><00:04:46.940><c> equal</c><00:04:47.120><c> to</c><00:04:47.449><c> yes</c><00:04:47.599><c> if</c><00:04:47.930><c> this</c><00:04:48.560><c> less</c><00:04:48.800><c> than</c><00:04:49.070><c> or</c> it is equal to yes if this less than or it is equal to yes if this less than or equals<00:04:49.729><c> to</c><00:04:49.970><c> win</c><00:04:50.240><c> all</c><00:04:50.539><c> this</c><00:04:50.800><c> two-way</c><00:04:51.800><c> solid</c> equals to win all this two-way solid equals to win all this two-way solid slab<00:04:52.990><c> okay</c><00:04:53.990><c> let's</c><00:04:54.349><c> see</c><00:04:54.949><c> more</c><00:04:55.610><c> details</c><00:04:56.030><c> about</c> slab okay let's see more details about slab okay let's see more details about one-way<00:04:56.750><c> solid</c><00:04:57.080><c> slabs</c><00:04:57.409><c> as</c><00:04:58.039><c> we</c><00:04:58.250><c> said</c><00:04:58.490><c> the</c> one-way solid slabs as we said the one-way solid slabs as we said the longest<00:04:59.150><c> band</c><00:04:59.389><c> divided</c><00:04:59.930><c> by</c><00:05:00.050><c> the</c><00:05:00.110><c> shorter</c><00:05:00.560><c> span</c> longest band divided by the shorter span longest band divided by the shorter span should<00:05:01.099><c> be</c><00:05:01.250><c> greater</c><00:05:01.460><c> than</c><00:05:01.580><c> two</c><00:05:01.970><c> in</c><00:05:02.479><c> this</c><00:05:03.020><c> case</c> should be greater than two in this case should be greater than two in this case most<00:05:04.130><c> of</c><00:05:04.310><c> the</c><00:05:04.490><c> roads</c><00:05:04.699><c> will</c><00:05:05.030><c> be</c><00:05:05.180><c> transferred</c><00:05:05.780><c> in</c> most of the roads will be transferred in most of the roads will be transferred in the<00:05:06.440><c> short</c><00:05:07.159><c> direction</c><00:05:07.820><c> of</c><00:05:08.000><c> the</c><00:05:08.150><c> slab</c><00:05:08.389><c> it</c><00:05:08.659><c> means</c> the short direction of the slab it means the short direction of the slab it means it<00:05:09.080><c> will</c><00:05:09.199><c> go</c><00:05:09.409><c> to</c><00:05:09.470><c> the</c><00:05:09.620><c> long</c><00:05:09.860><c> column</c><00:05:10.400><c> and</c><00:05:10.870><c> in</c> it will go to the long column and in it will go to the long column and in this<00:05:12.050><c> case</c><00:05:12.320><c> we</c><00:05:12.590><c> will</c><00:05:12.710><c> assume</c><00:05:12.919><c> if</c><00:05:13.550><c> we</c> this case we will assume if we this case we will assume if we classified<00:05:14.810><c> if</c><00:05:15.200><c> the</c><00:05:15.409><c> longest</c><00:05:15.919><c> band</c><00:05:16.159><c> divided</c> classified if the longest band divided classified if the longest band divided by<00:05:16.760><c> the</c><00:05:16.820><c> shorter</c><00:05:17.210><c> span</c><00:05:17.419><c> greater</c><00:05:17.719><c> than</c><00:05:18.020><c> two</c> by the shorter span greater than two by the shorter span greater than two we<00:05:19.139><c> will</c><00:05:19.259><c> assume</c><00:05:19.530><c> that</c><00:05:19.620><c> all</c><00:05:19.979><c> the</c><00:05:20.340><c> load</c><00:05:20.490><c> would</c> we will assume that all the load would we will assume that all the load would be<00:05:20.759><c> transferred</c><00:05:21.330><c> only</c><00:05:21.660><c> in</c><00:05:21.900><c> the</c><00:05:22.020><c> short</c> be transferred only in the short be transferred only in the short direction<00:05:23.160><c> and</c><00:05:23.340><c> no</c><00:05:23.850><c> loads</c><00:05:24.120><c> will</c><00:05:24.479><c> be</c><00:05:24.690><c> going</c><00:05:25.050><c> in</c> direction and no loads will be going in direction and no loads will be going in the<00:05:25.470><c> long</c><00:05:25.830><c> direction</c><00:05:26.130><c> of</c><00:05:26.580><c> the</c><00:05:26.729><c> slap</c><00:05:26.970><c> so</c><00:05:27.690><c> in</c> the long direction of the slap so in the long direction of the slap so in this<00:05:27.990><c> case</c><00:05:28.229><c> if</c><00:05:28.410><c> you</c><00:05:28.530><c> want</c><00:05:28.680><c> to</c><00:05:28.860><c> design</c><00:05:29.009><c> this</c> this case if you want to design this this case if you want to design this slab<00:05:29.789><c> you</c><00:05:30.569><c> will</c><00:05:31.110><c> design</c><00:05:31.470><c> only</c><00:05:32.039><c> in</c><00:05:32.190><c> the</c><00:05:32.430><c> short</c> slab you will design only in the short slab you will design only in the short direction<00:05:34.050><c> of</c><00:05:34.229><c> the</c><00:05:35.090><c> slab</c><00:05:36.090><c> and</c><00:05:36.389><c> will</c><00:05:37.380><c> not</c><00:05:37.560><c> be</c> direction of the slab and will not be direction of the slab and will not be designing<00:05:38.280><c> for</c><00:05:38.430><c> the</c><00:05:38.610><c> long</c><00:05:38.759><c> direction</c><00:05:39.270><c> so</c><00:05:40.080><c> it</c> designing for the long direction so it designing for the long direction so it means<00:05:40.470><c> to</c><00:05:40.830><c> design</c><00:05:41.190><c> for</c><00:05:41.699><c> the</c><00:05:42.509><c> slab</c><00:05:42.750><c> you</c><00:05:42.990><c> take</c><00:05:43.199><c> a</c> means to design for the slab you take a means to design for the slab you take a strip<00:05:43.740><c> of</c><00:05:43.770><c> one</c><00:05:44.160><c> meter</c><00:05:44.400><c> and</c><00:05:45.229><c> you</c><00:05:46.699><c> get</c><00:05:47.699><c> the</c><00:05:47.940><c> load</c> strip of one meter and you get the load strip of one meter and you get the load on<00:05:48.360><c> this</c><00:05:48.539><c> one</c><00:05:48.750><c> meter</c><00:05:48.990><c> of</c><00:05:49.470><c> course</c><00:05:49.889><c> the</c><00:05:50.160><c> slab</c> on this one meter of course the slab on this one meter of course the slab here<00:05:50.639><c> will</c><00:05:50.789><c> be</c><00:05:50.970><c> supported</c><00:05:51.509><c> on</c><00:05:51.720><c> this</c><00:05:52.440><c> beam</c><00:05:52.710><c> will</c> here will be supported on this beam will here will be supported on this beam will be<00:05:53.099><c> like</c><00:05:53.280><c> a</c><00:05:53.310><c> support</c><00:05:53.849><c> another</c><00:05:54.300><c> long</c><00:05:54.599><c> beam</c><00:05:54.900><c> here</c> be like a support another long beam here be like a support another long beam here will<00:05:55.229><c> be</c><00:05:55.410><c> another</c><00:05:55.710><c> support</c><00:05:56.190><c> and</c><00:05:56.460><c> then</c><00:05:57.270><c> we'll</c> will be another support and then we'll will be another support and then we'll design<00:05:58.080><c> this</c><00:05:58.320><c> one</c><00:05:58.530><c> as</c><00:05:58.710><c> a</c><00:05:59.009><c> rectangular</c><00:05:59.330><c> section</c> design this one as a rectangular section design this one as a rectangular section of<00:06:00.750><c> B</c><00:06:01.259><c> equals</c><00:06:02.300><c> one</c><00:06:03.300><c> meter</c><00:06:03.680><c> 1000</c><00:06:04.680><c> millimeter</c> of B equals one meter 1000 millimeter of B equals one meter 1000 millimeter and<00:06:05.460><c> the</c><00:06:06.120><c> H</c><00:06:06.270><c> equals</c><00:06:06.930><c> H</c><00:06:07.169><c> f4</c><00:06:07.800><c> is</c><00:06:07.979><c> the</c><00:06:08.190><c> h</c><00:06:08.310><c> of</c><00:06:08.340><c> the</c> and the H equals H f4 is the h of the and the H equals H f4 is the h of the slab<00:06:09.570><c> so</c><00:06:10.289><c> the</c><00:06:10.860><c> reinforcement</c><00:06:11.009><c> that</c><00:06:11.639><c> will</c><00:06:11.820><c> we</c> slab so the reinforcement that will we slab so the reinforcement that will we get<00:06:12.120><c> in</c><00:06:12.300><c> this</c><00:06:12.449><c> case</c><00:06:12.509><c> it</c><00:06:12.930><c> will</c><00:06:13.050><c> be</c><00:06:13.110><c> the</c> get in this case it will be the get in this case it will be the reinforcement<00:06:13.979><c> in</c><00:06:14.130><c> the</c><00:06:14.340><c> short</c><00:06:15.259><c> direction</c> reinforcement in the short direction reinforcement in the short direction or<00:06:16.440><c> we</c><00:06:16.680><c> call</c><00:06:16.860><c> it</c><00:06:16.919><c> main</c><00:06:17.280><c> reinforcement</c><00:06:18.240><c> okay</c> or we call it main reinforcement okay or we call it main reinforcement okay how<00:06:19.770><c> about</c><00:06:19.800><c> long</c><00:06:20.310><c> direction</c><00:06:20.580><c> do</c><00:06:21.569><c> we</c><00:06:21.690><c> need</c><00:06:21.870><c> to</c> how about long direction do we need to how about long direction do we need to have<00:06:22.139><c> reinforcement</c><00:06:22.770><c> here</c><00:06:22.860><c> of</c><00:06:23.070><c> course</c><00:06:23.340><c> we</c> have reinforcement here of course we have reinforcement here of course we need<00:06:23.729><c> to</c><00:06:23.759><c> have</c><00:06:23.970><c> reinforcement</c><00:06:24.630><c> for</c><00:06:24.840><c> shrinkage</c> need to have reinforcement for shrinkage need to have reinforcement for shrinkage for<00:06:25.500><c> temperature</c><00:06:26.039><c> it</c><00:06:26.490><c> changes</c><00:06:26.940><c> but</c><00:06:27.539><c> we</c><00:06:28.080><c> are</c> for temperature it changes but we are for temperature it changes but we are not<00:06:28.349><c> going</c><00:06:28.620><c> to</c><00:06:28.740><c> design</c><00:06:29.070><c> for</c><00:06:29.400><c> this</c><00:06:29.610><c> one</c><00:06:29.849><c> we</c><00:06:30.180><c> just</c> not going to design for this one we just not going to design for this one we just use<00:06:30.720><c> the</c><00:06:31.020><c> minimum</c><00:06:31.229><c> according</c><00:06:32.009><c> to</c><00:06:32.159><c> the</c><00:06:32.280><c> code</c><00:06:32.490><c> so</c> use the minimum according to the code so use the minimum according to the code so we<00:06:33.240><c> designed</c><00:06:33.570><c> only</c><00:06:33.840><c> for</c><00:06:34.020><c> the</c><00:06:34.320><c> short</c><00:06:34.469><c> direction</c> we designed only for the short direction we designed only for the short direction and<00:06:35.570><c> for</c><00:06:36.570><c> the</c><00:06:36.810><c> long</c><00:06:36.960><c> direction</c><00:06:37.199><c> we</c><00:06:37.800><c> just</c><00:06:38.070><c> take</c> and for the long direction we just take and for the long direction we just take the<00:06:38.789><c> minimum</c><00:06:39.150><c> according</c><00:06:39.719><c> to</c><00:06:39.960><c> the</c><00:06:40.650><c> code</c><00:06:40.830><c> okay</c> the minimum according to the code okay the minimum according to the code okay in<00:06:42.240><c> that</c><00:06:42.780><c> two</c><00:06:43.169><c> way</c><00:06:43.320><c> solid</c><00:06:43.680><c> slabs</c><00:06:44.870><c> the</c> in that two way solid slabs the in that two way solid slabs the difference<00:06:46.259><c> between</c><00:06:46.440><c> longus</c><00:06:47.130><c> van</c><00:06:47.340><c> and</c><00:06:47.580><c> the</c> difference between longus van and the difference between longus van and the shortest<00:06:48.030><c> ban</c><00:06:48.240><c> is</c><00:06:48.449><c> not</c><00:06:48.479><c> that</c><00:06:49.080><c> big</c><00:06:49.320><c> as</c><00:06:49.500><c> in</c><00:06:49.770><c> the</c> shortest ban is not that big as in the shortest ban is not that big as in the case<00:06:50.070><c> of</c><00:06:50.219><c> one-way</c><00:06:50.550><c> the</c><00:06:51.030><c> difference</c><00:06:51.419><c> if</c><00:06:51.630><c> this</c> case of one-way the difference if this case of one-way the difference if this long<00:06:52.380><c> is</c><00:06:52.590><c> ban</c><00:06:52.800><c> divided</c><00:06:53.280><c> by</c><00:06:53.430><c> the</c><00:06:53.490><c> short</c><00:06:53.789><c> span</c> long is ban divided by the short span long is ban divided by the short span less<00:06:54.300><c> than</c><00:06:54.479><c> or</c><00:06:54.599><c> equals</c><00:06:54.960><c> to</c><00:06:55.080><c> so</c><00:06:55.530><c> in</c><00:06:56.219><c> this</c><00:06:56.909><c> case</c> less than or equals to so in this case less than or equals to so in this case the<00:06:57.330><c> road</c><00:06:57.479><c> will</c><00:06:57.659><c> be</c><00:06:57.810><c> transferred</c><00:06:58.320><c> in</c><00:06:58.650><c> both</c> the road will be transferred in both the road will be transferred in both directions<00:06:59.729><c> most</c><00:07:00.599><c> of</c><00:07:00.810><c> the</c><00:07:00.960><c> loads</c><00:07:01.139><c> will</c><00:07:01.409><c> be</c> directions most of the loads will be directions most of the loads will be going<00:07:01.740><c> to</c><00:07:02.009><c> the</c><00:07:02.190><c> or</c><00:07:02.400><c> more</c><00:07:02.789><c> loads</c><00:07:03.120><c> will</c><00:07:03.750><c> be</c><00:07:03.870><c> going</c> going to the or more loads will be going going to the or more loads will be going to<00:07:04.259><c> the</c><00:07:04.380><c> short</c><00:07:04.590><c> direction</c><00:07:05.039><c> and</c><00:07:05.219><c> also</c><00:07:05.669><c> some</c> to the short direction and also some to the short direction and also some loads<00:07:06.539><c> will</c><00:07:06.900><c> be</c><00:07:07.050><c> going</c><00:07:07.259><c> to</c><00:07:07.440><c> the</c><00:07:07.560><c> long</c> loads will be going to the long loads will be going to the long direction<00:07:07.919><c> so</c><00:07:08.729><c> in</c><00:07:08.880><c> this</c><00:07:09.030><c> case</c><00:07:09.330><c> if</c><00:07:09.630><c> you</c><00:07:10.020><c> want</c><00:07:10.169><c> to</c> direction so in this case if you want to direction so in this case if you want to design<00:07:10.530><c> this</c><00:07:11.009><c> you</c><00:07:11.580><c> have</c><00:07:11.789><c> to</c><00:07:11.940><c> design</c><00:07:12.270><c> it</c><00:07:12.300><c> in</c> design this you have to design it in design this you have to design it in both<00:07:12.870><c> directions</c><00:07:12.900><c> so</c><00:07:13.590><c> you</c><00:07:13.650><c> have</c><00:07:13.800><c> to</c><00:07:13.949><c> take</c><00:07:14.159><c> a</c> both directions so you have to take a both directions so you have to take a strip<00:07:15.240><c> in</c><00:07:15.389><c> that</c><00:07:16.199><c> short</c><00:07:17.009><c> direction</c><00:07:17.729><c> get</c><00:07:18.539><c> the</c> strip in that short direction get the strip in that short direction get the road<00:07:18.930><c> get</c><00:07:19.229><c> the</c><00:07:19.409><c> moment</c><00:07:19.770><c> and</c><00:07:19.949><c> design</c><00:07:20.370><c> for</c><00:07:20.610><c> that</c> road get the moment and design for that road get the moment and design for that one<00:07:21.060><c> to</c><00:07:21.360><c> get</c><00:07:21.479><c> the</c><00:07:21.659><c> reinforcement</c><00:07:22.320><c> in</c><00:07:22.440><c> the</c> one to get the reinforcement in the one to get the reinforcement in the short<00:07:22.830><c> direction</c><00:07:23.370><c> then</c><00:07:23.880><c> you</c><00:07:24.000><c> have</c><00:07:24.180><c> to</c><00:07:24.330><c> repeat</c> short direction then you have to repeat short direction then you have to repeat again<00:07:24.930><c> and</c><00:07:25.139><c> take</c><00:07:26.130><c> a</c><00:07:26.159><c> strip</c><00:07:26.550><c> in</c><00:07:26.669><c> the</c><00:07:26.820><c> long</c> again and take a strip in the long again and take a strip in the long direction<00:07:27.180><c> of</c><00:07:27.599><c> 1</c><00:07:27.839><c> meter</c><00:07:28.080><c> and</c><00:07:28.380><c> get</c><00:07:29.339><c> that</c><00:07:29.580><c> load</c> direction of 1 meter and get that load direction of 1 meter and get that load on<00:07:30.150><c> that</c><00:07:30.180><c> one</c><00:07:30.599><c> gets</c><00:07:30.960><c> a</c><00:07:31.169><c> moment</c> on that one gets a moment on that one gets a moment and<00:07:32.250><c> then</c><00:07:32.580><c> you</c><00:07:32.820><c> design</c><00:07:33.210><c> and</c><00:07:33.510><c> give</c><00:07:33.660><c> the</c> and then you design and give the and then you design and give the reinforcement<00:07:34.380><c> in</c><00:07:34.500><c> the</c><00:07:34.620><c> lone</c><00:07:34.770><c> direction</c><00:07:35.430><c> so</c> reinforcement in the lone direction so reinforcement in the lone direction so we<00:07:35.670><c> have</c><00:07:35.820><c> to</c><00:07:36.000><c> design</c><00:07:36.330><c> for</c><00:07:36.360><c> the</c><00:07:36.810><c> short</c> we have to design for the short we have to design for the short reinforcement<00:07:37.920><c> we</c><00:07:38.460><c> have</c><00:07:38.640><c> to</c><00:07:38.790><c> design</c><00:07:38.940><c> for</c><00:07:39.390><c> the</c> reinforcement we have to design for the reinforcement we have to design for the long<00:07:40.460><c> reinforcement</c><00:07:42.530><c> what</c><00:07:43.530><c> are</c><00:07:43.800><c> the</c><00:07:44.040><c> design</c> long reinforcement what are the design long reinforcement what are the design steps<00:07:44.790><c> as</c><00:07:45.030><c> you</c><00:07:45.780><c> know</c><00:07:46.140><c> in</c><00:07:46.320><c> this</c><00:07:47.090><c> course</c><00:07:48.090><c> we</c><00:07:48.450><c> are</c> steps as you know in this course we are steps as you know in this course we are full<00:07:48.960><c> wings</c><00:07:49.200><c> a</c><00:07:49.440><c> BS</c><00:07:49.980><c> code</c><00:07:51.590><c> 8110</c><00:07:52.590><c> and</c><00:07:53.000><c> we</c><00:07:54.000><c> are</c> full wings a BS code 8110 and we are full wings a BS code 8110 and we are going<00:07:54.270><c> to</c><00:07:54.420><c> follow</c><00:07:54.540><c> section</c><00:07:54.840><c> three</c><00:07:55.230><c> point</c><00:07:55.470><c> five</c> going to follow section three point five going to follow section three point five point<00:07:56.070><c> one</c><00:07:56.430><c> the</c><00:07:57.300><c> design</c><00:07:57.450><c> steps</c><00:07:58.020><c> the</c><00:07:58.770><c> first</c> point one the design steps the first point one the design steps the first thing<00:07:59.340><c> is</c><00:07:59.610><c> we</c><00:07:59.940><c> design</c><00:08:00.720><c> the</c><00:08:01.050><c> slab</c><00:08:01.320><c> as</c><00:08:01.530><c> a</c><00:08:01.590><c> beam</c><00:08:01.980><c> as</c> thing is we design the slab as a beam as thing is we design the slab as a beam as I<00:08:02.280><c> told</c><00:08:02.610><c> you</c><00:08:02.850><c> we</c><00:08:03.150><c> take</c><00:08:03.300><c> a</c><00:08:03.360><c> strip</c><00:08:03.720><c> of</c><00:08:03.750><c> one</c><00:08:04.140><c> meter</c> I told you we take a strip of one meter I told you we take a strip of one meter so<00:08:04.680><c> the</c><00:08:05.100><c> B</c><00:08:05.250><c> will</c><00:08:05.430><c> be</c><00:08:05.550><c> assumed</c><00:08:05.970><c> as</c><00:08:06.800><c> 1000</c> so the B will be assumed as 1000 so the B will be assumed as 1000 millimeter<00:08:08.310><c> so</c><00:08:08.640><c> the</c><00:08:08.970><c> design</c><00:08:09.300><c> will</c><00:08:09.540><c> be</c><00:08:09.570><c> as</c><00:08:09.840><c> a</c> millimeter so the design will be as a millimeter so the design will be as a rectangular<00:08:10.470><c> section</c><00:08:10.650><c> of</c><00:08:11.390><c> high</c><00:08:12.390><c> it</c><00:08:12.450><c> equals</c> rectangular section of high it equals rectangular section of high it equals that<00:08:13.320><c> it</c><00:08:13.860><c> shows</c><00:08:14.220><c> the</c><00:08:14.250><c> slab</c><00:08:14.640><c> and</c><00:08:14.990><c> B</c><00:08:15.990><c> width</c><00:08:16.650><c> of</c> that it shows the slab and B width of that it shows the slab and B width of the<00:08:17.370><c> section</c><00:08:17.580><c> equals</c><00:08:18.560><c> 1000</c><00:08:19.560><c> millimeter</c><00:08:20.750><c> the</c> the section equals 1000 millimeter the the section equals 1000 millimeter the first<00:08:21.990><c> thing</c><00:08:22.380><c> after</c><00:08:22.920><c> you</c><00:08:23.880><c> take</c><00:08:24.090><c> one</c><00:08:24.300><c> meter</c> first thing after you take one meter first thing after you take one meter strip strip strip we<00:08:25.770><c> start</c><00:08:26.100><c> by</c><00:08:26.280><c> something</c><00:08:26.520><c> called</c><00:08:26.700><c> initial</c> we start by something called initial we start by something called initial proportioning<00:08:28.170><c> because</c><00:08:28.950><c> when</c><00:08:29.130><c> you</c><00:08:29.220><c> design</c> proportioning because when you design proportioning because when you design you<00:08:29.760><c> don't</c><00:08:29.910><c> know</c><00:08:30.240><c> how</c><00:08:31.110><c> much</c><00:08:31.410><c> is</c><00:08:31.680><c> the</c><00:08:31.950><c> thickness</c> you don't know how much is the thickness you don't know how much is the thickness of<00:08:33.150><c> the</c><00:08:33.210><c> slab</c> of the slab of the slab what<00:08:33.780><c> is</c><00:08:33.930><c> the</c><00:08:34.080><c> H</c><00:08:34.200><c> slab</c><00:08:34.890><c> what</c><00:08:35.669><c> is</c><00:08:35.849><c> HF</c><00:08:36.330><c> so</c><00:08:36.930><c> we</c><00:08:37.169><c> need</c> what is the H slab what is HF so we need what is the H slab what is HF so we need to<00:08:37.500><c> assume</c><00:08:37.800><c> it</c><00:08:38.010><c> okay</c><00:08:38.969><c> how</c><00:08:39.120><c> to</c><00:08:39.180><c> make</c><00:08:39.780><c> this</c> to assume it okay how to make this to assume it okay how to make this initial<00:08:40.440><c> proportioning</c><00:08:41.099><c> we</c><00:08:41.940><c> have</c><00:08:42.240><c> to</c><00:08:42.450><c> start</c> initial proportioning we have to start initial proportioning we have to start by<00:08:42.990><c> estimating</c><00:08:43.740><c> the</c><00:08:43.950><c> effective</c><00:08:44.370><c> depth</c><00:08:44.610><c> what</c> by estimating the effective depth what by estimating the effective depth what is<00:08:45.450><c> that</c><00:08:45.750><c> tips</c><00:08:46.050><c> how</c><00:08:46.350><c> to</c><00:08:46.380><c> get</c><00:08:46.680><c> the</c><00:08:46.860><c> depth</c><00:08:47.070><c> so</c><00:08:47.220><c> we</c> is that tips how to get the depth so we is that tips how to get the depth so we get<00:08:47.460><c> it</c><00:08:47.580><c> from</c><00:08:47.810><c> Table</c><00:08:48.810><c> three</c><00:08:49.350><c> point</c><00:08:49.680><c> nine</c><00:08:49.890><c> and</c> get it from Table three point nine and get it from Table three point nine and this<00:08:50.910><c> is</c><00:08:51.060><c> page</c><00:08:51.360><c> 215</c><00:08:52.260><c> and</c><00:08:52.760><c> the</c><00:08:53.760><c> B</c><00:08:54.120><c> is</c><00:08:54.300><c> 8</c><00:08:55.020><c> 1</c><00:08:55.500><c> 1</c><00:08:55.890><c> 0</c> this is page 215 and the B is 8 1 1 0 this is page 215 and the B is 8 1 1 0 and<00:08:56.610><c> let's</c><00:08:57.150><c> go</c><00:08:57.390><c> and</c><00:08:57.600><c> see</c><00:08:57.750><c> what</c><00:08:57.960><c> is</c><00:08:58.110><c> this</c><00:08:58.260><c> table</c> and let's go and see what is this table and let's go and see what is this table three<00:08:59.130><c> point</c><00:08:59.550><c> nine</c><00:08:59.840><c> this</c><00:09:00.840><c> table</c><00:09:01.200><c> three</c><00:09:01.410><c> point</c> three point nine this table three point three point nine this table three point nine<00:09:01.800><c> it</c><00:09:02.430><c> gives</c><00:09:02.880><c> you</c><00:09:03.060><c> something</c><00:09:03.420><c> called</c><00:09:03.600><c> basic</c> nine it gives you something called basic nine it gives you something called basic span<00:09:04.620><c> to</c><00:09:04.830><c> effective</c><00:09:04.860><c> depth</c><00:09:05.610><c> ratio</c><00:09:06.150><c> for</c> span to effective depth ratio for span to effective depth ratio for rectangular<00:09:07.530><c> or</c><00:09:07.920><c> flange</c><00:09:08.460><c> it</c><00:09:08.700><c> beams</c><00:09:08.940><c> and</c><00:09:09.240><c> we</c> rectangular or flange it beams and we rectangular or flange it beams and we are<00:09:10.530><c> going</c><00:09:10.740><c> to</c><00:09:10.920><c> use</c><00:09:11.070><c> this</c><00:09:11.250><c> also</c><00:09:11.520><c> for</c><00:09:11.910><c> slabs</c><00:09:12.360><c> but</c> are going to use this also for slabs but are going to use this also for slabs but by<00:09:13.260><c> adding</c><00:09:13.440><c> something</c><00:09:14.010><c> called</c><00:09:14.250><c> modification</c> by adding something called modification by adding something called modification factor<00:09:15.350><c> what</c><00:09:16.350><c> is</c><00:09:16.380><c> this</c><00:09:16.740><c> one</c><00:09:17.280><c> for</c><00:09:17.520><c> the</c><00:09:17.700><c> slabs</c><00:09:17.940><c> as</c> factor what is this one for the slabs as factor what is this one for the slabs as you<00:09:18.360><c> know</c><00:09:18.510><c> the</c><00:09:18.660><c> section</c><00:09:18.960><c> is</c><00:09:19.080><c> a</c><00:09:19.110><c> rectangular</c> you know the section is a rectangular you know the section is a rectangular section<00:09:19.910><c> so</c><00:09:20.910><c> we</c><00:09:21.030><c> have</c><00:09:21.150><c> three</c><00:09:21.390><c> different</c><00:09:21.810><c> types</c> section so we have three different types section so we have three different types of<00:09:22.610><c> rectangular</c><00:09:23.610><c> section</c><00:09:23.970><c> or</c><00:09:24.090><c> slabs</c><00:09:24.420><c> it</c><00:09:24.780><c> will</c> of rectangular section or slabs it will of rectangular section or slabs it will be<00:09:25.080><c> simply</c><00:09:25.440><c> supported</c><00:09:25.980><c> and</c><00:09:26.190><c> the</c><00:09:26.910><c> basic</c><00:09:27.240><c> span</c> be simply supported and the basic span be simply supported and the basic span to<00:09:27.690><c> depth</c><00:09:27.870><c> ratio</c><00:09:27.990><c> in</c><00:09:28.350><c> this</c><00:09:28.470><c> case</c><00:09:28.680><c> will</c><00:09:28.860><c> be</c> to depth ratio in this case will be to depth ratio in this case will be equal<00:09:29.280><c> to</c><00:09:29.310><c> 20</c><00:09:29.850><c> if</c><00:09:30.570><c> it</c><00:09:30.960><c> is</c><00:09:31.050><c> a</c><00:09:31.080><c> continuous</c><00:09:31.670><c> slab</c> equal to 20 if it is a continuous slab equal to 20 if it is a continuous slab it<00:09:33.540><c> will</c><00:09:33.720><c> be</c><00:09:33.870><c> 20</c> it will be 20 it will be 20 if<00:09:35.399><c> it</c><00:09:35.610><c> is</c><00:09:35.730><c> a</c><00:09:35.820><c> cantilever</c><00:09:36.209><c> it</c><00:09:36.540><c> would</c><00:09:36.690><c> be</c> if it is a cantilever it would be if it is a cantilever it would be assumed<00:09:37.199><c> this</c><00:09:37.740><c> span</c><00:09:38.220><c> to</c><00:09:38.339><c> depth</c><00:09:38.550><c> ratio</c><00:09:38.639><c> is</c> assumed this span to depth ratio is assumed this span to depth ratio is seven<00:09:40.050><c> okay</c><00:09:40.649><c> how</c><00:09:40.829><c> to</c><00:09:40.889><c> use</c><00:09:41.130><c> this</c><00:09:41.279><c> one</c><00:09:41.660><c> okay</c><00:09:42.660><c> to</c> seven okay how to use this one okay to seven okay how to use this one okay to find<00:09:43.139><c> that</c><00:09:43.440><c> depth</c><00:09:44.100><c> of</c><00:09:44.370><c> the</c><00:09:44.550><c> slab</c><00:09:44.670><c> the</c><00:09:45.120><c> minimum</c> find that depth of the slab the minimum find that depth of the slab the minimum depth<00:09:45.779><c> of</c><00:09:45.959><c> the</c><00:09:46.110><c> slab</c><00:09:47.000><c> equals</c><00:09:48.000><c> this</c><00:09:48.690><c> van</c> depth of the slab equals this van depth of the slab equals this van divided<00:09:50.550><c> by</c><00:09:50.730><c> this</c><00:09:51.389><c> basic</c><00:09:51.899><c> span-to-depth</c> divided by this basic span-to-depth divided by this basic span-to-depth ratio<00:09:52.860><c> from</c><00:09:53.370><c> that</c><00:09:53.670><c> table</c><00:09:54.480><c> here</c><00:09:54.750><c> multiplied</c><00:09:55.470><c> by</c> ratio from that table here multiplied by ratio from that table here multiplied by something<00:09:55.949><c> called</c><00:09:56.130><c> notification</c><00:09:56.880><c> factor</c><00:09:57.240><c> and</c> something called notification factor and something called notification factor and as<00:09:59.519><c> a</c><00:09:59.579><c> guide</c><00:09:59.970><c> you</c><00:10:00.300><c> can</c><00:10:00.480><c> assume</c><00:10:00.839><c> the</c> as a guide you can assume the as a guide you can assume the certification<00:10:01.560><c> factor</c><00:10:01.860><c> as</c><00:10:02.009><c> 1.3</c><00:10:03.000><c> but</c><00:10:03.750><c> there</c><00:10:03.959><c> is</c> certification factor as 1.3 but there is certification factor as 1.3 but there is something<00:10:04.319><c> important</c><00:10:04.949><c> here</c><00:10:05.190><c> what</c><00:10:05.430><c> she's</c><00:10:05.639><c> been</c> something important here what she's been something important here what she's been I'm<00:10:06.000><c> going</c><00:10:06.240><c> to</c><00:10:06.389><c> use</c><00:10:06.569><c> because</c><00:10:07.050><c> for</c><00:10:07.380><c> each</c><00:10:07.529><c> slab</c> I'm going to use because for each slab I'm going to use because for each slab you<00:10:08.100><c> have</c><00:10:08.279><c> to</c><00:10:08.459><c> spend</c><00:10:08.730><c> you</c><00:10:08.880><c> have</c><00:10:09.029><c> long</c><00:10:09.269><c> expand</c> you have to spend you have long expand you have to spend you have long expand you<00:10:09.899><c> have</c><00:10:10.079><c> short</c><00:10:10.319><c> the</c><00:10:10.470><c> span</c><00:10:10.819><c> always</c><00:10:11.819><c> the</c><00:10:12.000><c> span</c> you have short the span always the span you have short the span always the span here<00:10:12.690><c> that</c><00:10:13.050><c> will</c><00:10:13.230><c> govern</c><00:10:13.410><c> our</c><00:10:14.779><c> design</c><00:10:15.779><c> and</c><00:10:16.139><c> our</c> here that will govern our design and our here that will govern our design and our thickness<00:10:16.889><c> it</c><00:10:17.160><c> will</c><00:10:17.430><c> be</c><00:10:17.579><c> the</c><00:10:17.730><c> shortest</c><00:10:18.089><c> and</c> thickness it will be the shortest and thickness it will be the shortest and not<00:10:18.899><c> the</c><00:10:19.500><c> long</c><00:10:19.680><c> span</c><00:10:20.430><c> so</c><00:10:21.029><c> here</c><00:10:21.329><c> it</c><00:10:21.449><c> would</c><00:10:21.600><c> be</c> not the long span so here it would be not the long span so here it would be the<00:10:21.750><c> shortest</c><00:10:22.259><c> path</c><00:10:22.500><c> as</c><00:10:22.740><c> spam</c><00:10:23.269><c> divided</c><00:10:24.269><c> by</c> the shortest path as spam divided by the shortest path as spam divided by basic<00:10:24.810><c> span</c><00:10:25.110><c> to</c><00:10:25.259><c> depth</c><00:10:25.440><c> ratio</c><00:10:25.699><c> even</c><00:10:26.699><c> 7/8</c><00:10:27.660><c> case</c> basic span to depth ratio even 7/8 case basic span to depth ratio even 7/8 case of<00:10:28.019><c> cantilever</c><00:10:28.410><c> 20</c><00:10:29.069><c> in</c><00:10:29.190><c> case</c><00:10:29.399><c> of</c><00:10:29.579><c> simply</c> of cantilever 20 in case of simply of cantilever 20 in case of simply supported<00:10:30.060><c> when</c><00:10:30.569><c> we</c><00:10:30.720><c> slab</c><00:10:31.079><c> or</c><00:10:31.350><c> 26</c><00:10:32.250><c> in</c><00:10:32.430><c> case</c><00:10:32.610><c> of</c> supported when we slab or 26 in case of supported when we slab or 26 in case of continuous<00:10:33.089><c> and</c><00:10:34.279><c> then</c><00:10:35.279><c> this</c><00:10:35.610><c> modification</c> continuous and then this modification continuous and then this modification factor<00:10:36.360><c> is</c><00:10:36.600><c> assumed</c><00:10:37.079><c> as</c><00:10:37.290><c> 1</c><00:10:37.560><c> point</c><00:10:37.769><c> 2</c><00:10:38.009><c> 3</c><00:10:38.160><c> just</c><00:10:38.550><c> to</c> factor is assumed as 1 point 2 3 just to factor is assumed as 1 point 2 3 just to clarify<00:10:38.880><c> this</c><00:10:39.149><c> let's</c><00:10:39.630><c> see</c><00:10:39.839><c> some</c><00:10:40.019><c> examples</c><00:10:40.370><c> if</c> clarify this let's see some examples if clarify this let's see some examples if you<00:10:41.579><c> have</c><00:10:41.760><c> a</c><00:10:41.790><c> simply</c><00:10:42.180><c> supported</c><00:10:42.889><c> slab</c><00:10:43.889><c> of</c><00:10:44.300><c> 3.3</c> you have a simply supported slab of 3.3 you have a simply supported slab of 3.3 times<00:10:45.510><c> 7</c><00:10:46.079><c> meter</c><00:10:46.290><c> so</c><00:10:46.889><c> the</c><00:10:46.949><c> dimension</c><00:10:47.550><c> of</c><00:10:47.670><c> the</c> times 7 meter so the dimension of the times 7 meter so the dimension of the slab<00:10:48.060><c> 3</c><00:10:48.810><c> meters</c><00:10:49.199><c> short</c><00:10:49.649><c> this</c><00:10:49.800><c> vamp</c><00:10:50.069><c> I'm</c><00:10:50.370><c> 7</c> slab 3 meters short this vamp I'm 7 slab 3 meters short this vamp I'm 7 meter<00:10:50.970><c> long</c><00:10:51.630><c> span</c><00:10:52.019><c> at</c><00:10:52.199><c> it</c><00:10:52.560><c> is</c><00:10:52.740><c> simply</c> meter long span at it is simply meter long span at it is simply supported<00:10:53.490><c> so</c><00:10:54.240><c> how</c><00:10:54.480><c> much</c><00:10:54.690><c> it</c><00:10:54.870><c> will</c><00:10:55.019><c> be</c><00:10:55.050><c> the</c> supported so how much it will be the supported so how much it will be the effective<00:10:55.769><c> dips</c><00:10:56.040><c> in</c><00:10:56.190><c> in</c><00:10:56.279><c> this</c><00:10:56.370><c> case</c><00:10:56.610><c> the</c> effective dips in in this case the effective dips in in this case the effective<00:10:57.690><c> depth</c><00:10:57.930><c> it</c><00:10:58.199><c> was</c><00:10:58.529><c> the</c><00:10:59.190><c> shortest</c><00:10:59.399><c> man</c> effective depth it was the shortest man effective depth it was the shortest man K<00:11:00.920><c> 3000</c><00:11:01.920><c> divided</c><00:11:02.699><c> by</c><00:11:03.000><c> basic</c><00:11:03.540><c> span-to-depth</c> K 3000 divided by basic span-to-depth K 3000 divided by basic span-to-depth ratio<00:11:04.260><c> this</c><00:11:04.680><c> is</c><00:11:04.740><c> simply</c><00:11:05.190><c> supported</c><00:11:05.790><c> soul</c><00:11:06.029><c> and</c> ratio this is simply supported soul and ratio this is simply supported soul and simply<00:11:07.110><c> supported</c><00:11:07.709><c> the</c><00:11:07.829><c> basic</c><00:11:08.100><c> span</c><00:11:08.370><c> to</c><00:11:08.490><c> depth</c> simply supported the basic span to depth simply supported the basic span to depth ratio<00:11:08.760><c> in</c><00:11:09.240><c> the</c><00:11:09.360><c> table</c><00:11:09.660><c> is</c><00:11:09.750><c> 20</c><00:11:10.470><c> so</c><00:11:11.010><c> it</c><00:11:11.220><c> will</c><00:11:11.370><c> be</c> ratio in the table is 20 so it will be ratio in the table is 20 so it will be 3000<00:11:12.120><c> divided</c><00:11:12.660><c> by</c><00:11:12.930><c> 20</c><00:11:13.410><c> times</c><00:11:13.649><c> the</c> 3000 divided by 20 times the 3000 divided by 20 times the modification<00:11:14.310><c> factor</c><00:11:14.519><c> always</c><00:11:15.149><c> we'll</c><00:11:15.300><c> assume</c> modification factor always we'll assume modification factor always we'll assume it<00:11:15.720><c> 1.3</c><00:11:16.500><c> so</c><00:11:16.949><c> it</c><00:11:17.040><c> gives</c><00:11:17.279><c> us</c><00:11:17.689><c> an</c><00:11:18.689><c> effective</c><00:11:18.959><c> depth</c> it 1.3 so it gives us an effective depth it 1.3 so it gives us an effective depth of<00:11:19.560><c> 1</c><00:11:19.860><c> 1</c><00:11:20.130><c> 5</c><00:11:20.430><c> point</c><00:11:21.300><c> 4</c><00:11:21.600><c> millimeter</c> of 1 1 5 point 4 millimeter of 1 1 5 point 4 millimeter another<00:11:23.220><c> example</c><00:11:23.760><c> if</c><00:11:23.880><c> you</c><00:11:24.000><c> have</c><00:11:24.180><c> a</c><00:11:24.209><c> continuous</c> another example if you have a continuous another example if you have a continuous slab<00:11:26.100><c> of</c><00:11:26.430><c> 5</c><00:11:26.760><c> 5</c><00:11:27.120><c> 7</c><00:11:27.529><c> meters</c><00:11:28.529><c> ok</c><00:11:29.339><c> so</c><00:11:30.269><c> again</c><00:11:30.600><c> how</c> slab of 5 5 7 meters ok so again how slab of 5 5 7 meters ok so again how much<00:11:31.439><c> it</c><00:11:31.649><c> will</c><00:11:31.769><c> be</c><00:11:31.980><c> the</c><00:11:32.899><c> dips</c><00:11:33.899><c> or</c><00:11:34.199><c> the</c> much it will be the dips or the much it will be the dips or the effective<00:11:34.980><c> depth</c><00:11:35.220><c> okay</c><00:11:35.910><c> again</c><00:11:36.209><c> we</c><00:11:36.360><c> are</c><00:11:36.449><c> going</c> effective depth okay again we are going effective depth okay again we are going to<00:11:36.750><c> apply</c><00:11:36.870><c> this</c><00:11:37.050><c> equation</c><00:11:37.709><c> the</c><00:11:38.550><c> ID</c><00:11:38.759><c> equals</c><00:11:39.269><c> the</c> to apply this equation the ID equals the to apply this equation the ID equals the shortest<00:11:40.529><c> ban</c><00:11:40.740><c> in</c><00:11:41.040><c> this</c><00:11:41.220><c> case</c><00:11:41.430><c> the</c><00:11:41.579><c> short</c><00:11:41.790><c> the</c> shortest ban in this case the short the shortest ban in this case the short the span<00:11:42.149><c> is</c><00:11:42.329><c> 5,000</c><00:11:43.050><c> divided</c><00:11:43.889><c> by</c><00:11:44.220><c> basic</c><00:11:44.850><c> span</c><00:11:45.149><c> to</c> span is 5,000 divided by basic span to span is 5,000 divided by basic span to depth<00:11:45.480><c> ratio</c><00:11:45.630><c> in</c><00:11:46.170><c> this</c><00:11:46.680><c> case</c><00:11:46.949><c> because</c><00:11:47.370><c> it</c><00:11:47.550><c> is</c> depth ratio in this case because it is depth ratio in this case because it is continuous<00:11:48.180><c> so</c><00:11:48.209><c> from</c><00:11:48.600><c> the</c><00:11:48.720><c> table</c><00:11:49.050><c> it</c><00:11:49.199><c> is</c><00:11:49.319><c> 26</c> continuous so from the table it is 26 continuous so from the table it is 26 times<00:11:50.579><c> of</c><00:11:50.850><c> difficult</c><00:11:51.360><c> actor</c><00:11:51.689><c> always</c><00:11:52.019><c> take</c><00:11:52.199><c> it</c> times of difficult actor always take it times of difficult actor always take it as<00:11:52.410><c> 1</c><00:11:52.589><c> point</c><00:11:52.740><c> 2</c><00:11:52.949><c> 3</c><00:11:53.160><c> so</c><00:11:53.339><c> it</c><00:11:53.459><c> gives</c><00:11:53.670><c> us</c><00:11:54.139><c> 147</c><00:11:55.139><c> and</c> as 1 point 2 3 so it gives us 147 and as 1 point 2 3 so it gives us 147 and again<00:11:55.860><c> if</c><00:11:55.980><c> you</c><00:11:56.069><c> have</c><00:11:56.220><c> a</c><00:11:56.250><c> cantilever</c><00:11:56.670><c> of</c><00:11:56.880><c> 1.3</c> again if you have a cantilever of 1.3 again if you have a cantilever of 1.3 times<00:11:58.019><c> 7</c><00:11:58.319><c> meter</c><00:11:58.529><c> and</c><00:11:58.800><c> the</c><00:11:58.949><c> span</c><00:11:59.160><c> is</c><00:11:59.310><c> one</c><00:12:00.029><c> point</c> times 7 meter and the span is one point times 7 meter and the span is one point three<00:12:00.750><c> meter</c><00:12:01.079><c> so</c><00:12:01.829><c> again</c><00:12:02.370><c> the</c><00:12:02.970><c> depth</c><00:12:03.180><c> Z</c><00:12:03.329><c> equals</c> three meter so again the depth Z equals three meter so again the depth Z equals the<00:12:04.649><c> span</c><00:12:04.920><c> but</c><00:12:05.160><c> you</c><00:12:05.399><c> put</c><00:12:05.550><c> it</c><00:12:05.579><c> in</c><00:12:05.760><c> millimeter</c><00:12:06.240><c> to</c> the span but you put it in millimeter to the span but you put it in millimeter to get<00:12:06.630><c> the</c><00:12:06.750><c> tip</c><00:12:06.899><c> seven</c><00:12:07.290><c> millimeter</c><00:12:07.819><c> divided</c><00:12:08.819><c> by</c> get the tip seven millimeter divided by get the tip seven millimeter divided by base<00:12:10.199><c> expand</c><00:12:10.680><c> to</c><00:12:10.769><c> Dipsy</c><00:12:11.100><c> ratio</c><00:12:11.370><c> in</c><00:12:11.490><c> this</c><00:12:11.670><c> case</c> base expand to Dipsy ratio in this case base expand to Dipsy ratio in this case for<00:12:12.269><c> a</c><00:12:12.300><c> cantilever</c><00:12:12.660><c> is</c><00:12:12.990><c> seven</c><00:12:13.319><c> times</c><00:12:13.680><c> the</c> for a cantilever is seven times the for a cantilever is seven times the beautification<00:12:14.189><c> factor</c><00:12:14.910><c> and</c><00:12:15.089><c> you</c><00:12:15.420><c> have</c><00:12:15.569><c> a</c> beautification factor and you have a beautification factor and you have a value<00:12:15.990><c> of</c><00:12:16.139><c> one</c><00:12:16.319><c> hundred</c><00:12:16.709><c> forty</c><00:12:17.490><c> two</c><00:12:17.519><c> point</c> value of one hundred forty two point value of one hundred forty two point nine<00:12:18.829><c> millimeter</c> nine millimeter nine millimeter okay<00:12:21.589><c> this</c><00:12:22.589><c> is</c><00:12:22.709><c> the</c><00:12:22.829><c> first</c><00:12:23.130><c> step</c><00:12:23.490><c> to</c><00:12:23.880><c> estimate</c> okay this is the first step to estimate okay this is the first step to estimate the<00:12:24.779><c> effective</c><00:12:25.290><c> depth</c><00:12:25.529><c> why</c><00:12:25.829><c> it</c><00:12:25.889><c> is</c><00:12:26.100><c> important</c> the effective depth why it is important the effective depth why it is important because<00:12:27.120><c> it</c><00:12:27.420><c> will</c><00:12:27.569><c> help</c><00:12:27.689><c> us</c><00:12:27.870><c> to</c><00:12:28.170><c> get</c><00:12:28.290><c> the</c><00:12:28.529><c> total</c> because it will help us to get the total because it will help us to get the total edge<00:12:29.639><c> total</c><00:12:30.449><c> thickness</c><00:12:30.829><c> because</c><00:12:31.829><c> it</c><00:12:31.920><c> will</c> edge total thickness because it will edge total thickness because it will affect<00:12:32.160><c> on</c><00:12:32.550><c> the</c><00:12:32.730><c> self</c><00:12:33.149><c> weight</c><00:12:33.389><c> and</c><00:12:33.750><c> the</c><00:12:33.839><c> dead</c> affect on the self weight and the dead affect on the self weight and the dead load<00:12:34.199><c> of</c><00:12:34.439><c> the</c><00:12:34.589><c> structure</c><00:12:34.980><c> so</c><00:12:35.610><c> once</c><00:12:35.910><c> we</c><00:12:36.089><c> got</c> load of the structure so once we got load of the structure so once we got that<00:12:36.559><c> depth</c><00:12:38.600><c> okay</c><00:12:39.600><c> again</c><00:12:39.930><c> I</c><00:12:40.170><c> just</c><00:12:40.410><c> want</c><00:12:40.800><c> to</c> that depth okay again I just want to that depth okay again I just want to concentrate<00:12:41.430><c> that</c><00:12:41.970><c> the</c><00:12:42.149><c> short</c><00:12:42.389><c> span</c><00:12:42.809><c> cover</c> concentrate that the short span cover concentrate that the short span cover the<00:12:43.439><c> effective</c><00:12:44.160><c> depth</c><00:12:45.410><c> okay</c><00:12:46.410><c> now</c><00:12:46.889><c> we</c><00:12:46.949><c> need</c><00:12:47.220><c> to</c> the effective depth okay now we need to the effective depth okay now we need to estimate<00:12:47.870><c> the</c><00:12:48.870><c> cover</c><00:12:49.110><c> to</c><00:12:49.920><c> steel</c> estimate the cover to steel estimate the cover to steel reinforcement<00:12:50.939><c> the</c><00:12:51.120><c> cover</c><00:12:51.329><c> to</c><00:12:51.569><c> the</c><00:12:51.660><c> steel</c> reinforcement the cover to the steel reinforcement the cover to the steel reinforcement<00:12:52.620><c> it</c><00:12:53.370><c> depends</c><00:12:53.790><c> on</c><00:12:53.970><c> the</c><00:12:54.180><c> the</c> reinforcement it depends on the the reinforcement it depends on the the larger<00:12:55.319><c> of</c><00:12:55.470><c> two</c><00:12:55.529><c> values</c><00:12:56.100><c> the</c><00:12:56.670><c> first</c><00:12:56.850><c> value</c> larger of two values the first value larger of two values the first value about<00:12:57.870><c> durability</c> about durability about durability we<00:12:58.800><c> have</c><00:12:58.980><c> a</c><00:12:59.160><c> table</c><00:12:59.339><c> three</c><00:12:59.730><c> point</c><00:13:00.000><c> three</c><00:13:00.410><c> page</c> we have a table three point three page we have a table three point three page 206<00:13:02.910><c> to</c><00:13:03.329><c> go</c><00:13:03.449><c> and</c><00:13:03.600><c> see</c><00:13:03.750><c> this</c><00:13:03.809><c> table</c><00:13:04.290><c> and</c><00:13:04.529><c> this</c> 206 to go and see this table and this 206 to go and see this table and this table<00:13:04.980><c> in</c><00:13:05.309><c> the</c><00:13:05.519><c> BS</c><00:13:06.649><c> code</c><00:13:07.649><c> it</c><00:13:08.100><c> will</c><00:13:08.670><c> give</c><00:13:08.819><c> you</c> table in the BS code it will give you table in the BS code it will give you the<00:13:09.120><c> nominal</c><00:13:09.809><c> cover</c><00:13:10.079><c> to</c><00:13:10.470><c> all</c><00:13:10.880><c> reinforcements</c> the nominal cover to all reinforcements the nominal cover to all reinforcements okay<00:13:12.689><c> and</c><00:13:12.959><c> the</c><00:13:13.589><c> bins</c><00:13:13.769><c> on</c><00:13:14.069><c> the</c><00:13:15.059><c> exposure</c> okay and the bins on the exposure okay and the bins on the exposure mild<00:13:16.470><c> exposure</c><00:13:16.980><c> moderate</c><00:13:17.730><c> severe</c><00:13:18.149><c> and</c><00:13:18.420><c> so</c><00:13:18.630><c> on</c> mild exposure moderate severe and so on mild exposure moderate severe and so on and<00:13:19.110><c> also</c><00:13:19.589><c> it</c><00:13:20.010><c> depends</c><00:13:20.309><c> on</c><00:13:20.519><c> the</c><00:13:20.699><c> on</c><00:13:20.910><c> the</c> and also it depends on the on the and also it depends on the on the concrete<00:13:21.870><c> compressive</c><00:13:22.290><c> strains</c><00:13:22.829><c> that</c><00:13:23.010><c> you</c> concrete compressive strains that you concrete compressive strains that you are<00:13:23.189><c> using</c> are using are using starting<00:13:24.689><c> from</c><00:13:24.870><c> grade</c><00:13:25.170><c> 30</c><00:13:25.559><c> it</c><00:13:25.920><c> means</c><00:13:26.160><c> 30</c><00:13:26.519><c> mega</c> starting from grade 30 it means 30 mega starting from grade 30 it means 30 mega Pascal<00:13:27.290><c> going</c><00:13:28.290><c> to</c><00:13:28.500><c> 35</c><00:13:29.250><c> and</c><00:13:29.550><c> 250</c><00:13:30.300><c> mega</c><00:13:30.870><c> Pascal</c> Pascal going to 35 and 250 mega Pascal Pascal going to 35 and 250 mega Pascal so<00:13:31.470><c> it</c><00:13:31.589><c> means</c><00:13:31.769><c> how</c><00:13:31.949><c> to</c><00:13:32.010><c> use</c><00:13:32.699><c> this</c><00:13:32.939><c> one</c><00:13:33.319><c> okay</c><00:13:34.319><c> if</c> so it means how to use this one okay if so it means how to use this one okay if we<00:13:34.740><c> assume</c><00:13:35.100><c> that</c><00:13:35.189><c> we</c><00:13:35.370><c> have</c><00:13:35.699><c> a</c><00:13:36.089><c> moderate</c> we assume that we have a moderate we assume that we have a moderate exposure<00:13:37.079><c> your</c><00:13:37.769><c> structure</c><00:13:38.279><c> in</c><00:13:38.459><c> an</c><00:13:39.120><c> area</c><00:13:39.510><c> of</c> exposure your structure in an area of exposure your structure in an area of moderate<00:13:41.089><c> condition</c><00:13:42.089><c> in</c><00:13:42.360><c> this</c><00:13:43.199><c> case</c><00:13:43.439><c> you</c><00:13:43.740><c> will</c> moderate condition in this case you will moderate condition in this case you will go<00:13:44.490><c> take</c><00:13:45.149><c> models</c><00:13:45.420><c> and</c><00:13:45.870><c> go</c><00:13:46.319><c> horizontal</c><00:13:46.980><c> you</c> go take models and go horizontal you go take models and go horizontal you will<00:13:47.459><c> find</c><00:13:47.699><c> that</c><00:13:48.139><c> you</c><00:13:49.139><c> cannot</c><00:13:49.470><c> use</c><00:13:49.740><c> concrete</c> will find that you cannot use concrete will find that you cannot use concrete strength<00:13:51.480><c> of</c><00:13:51.750><c> 30</c><00:13:51.990><c> mega</c><00:13:52.290><c> Pascal</c><00:13:52.740><c> in</c><00:13:52.949><c> a</c><00:13:53.040><c> moderate</c> strength of 30 mega Pascal in a moderate strength of 30 mega Pascal in a moderate exposure exposure exposure so<00:13:54.000><c> the</c><00:13:54.209><c> minimum</c><00:13:54.420><c> concrete</c><00:13:54.929><c> according</c><00:13:55.410><c> to</c><00:13:55.589><c> CBS</c> so the minimum concrete according to CBS so the minimum concrete according to CBS and<00:13:56.370><c> a</c><00:13:56.610><c> moderate</c><00:13:56.910><c> exposure</c><00:13:57.059><c> equals</c><00:13:57.870><c> 35</c><00:13:58.439><c> so</c><00:13:59.069><c> in</c> and a moderate exposure equals 35 so in and a moderate exposure equals 35 so in this<00:13:59.399><c> case</c> this case this case how<00:14:01.140><c> much</c><00:14:01.380><c> it</c><00:14:01.560><c> will</c><00:14:01.710><c> be</c><00:14:01.830><c> the</c><00:14:02.190><c> cover</c><00:14:02.520><c> it</c><00:14:02.790><c> will</c><00:14:02.940><c> be</c> how much it will be the cover it will be how much it will be the cover it will be thirty<00:14:03.540><c> five-millimeter</c><00:14:04.910><c> cover</c><00:14:05.910><c> as</c><00:14:06.150><c> given</c> thirty five-millimeter cover as given thirty five-millimeter cover as given here<00:14:07.140><c> if</c><00:14:07.860><c> you</c><00:14:08.340><c> have</c><00:14:08.550><c> let's</c><00:14:08.880><c> say</c><00:14:09.530><c> severe</c> here if you have let's say severe here if you have let's say severe exposure<00:14:11.700><c> and</c><00:14:12.860><c> you</c><00:14:13.860><c> have</c><00:14:14.100><c> a</c><00:14:14.130><c> concrete</c> exposure and you have a concrete exposure and you have a concrete strength<00:14:14.940><c> of</c><00:14:16.040><c> 45</c><00:14:17.040><c> mega</c><00:14:17.340><c> Pascal</c><00:14:17.820><c> so</c><00:14:18.120><c> you</c><00:14:18.240><c> will</c> strength of 45 mega Pascal so you will strength of 45 mega Pascal so you will go<00:14:18.600><c> severe</c><00:14:19.320><c> exposure</c><00:14:19.740><c> with</c><00:14:20.550><c> a</c><00:14:20.760><c> 45</c><00:14:21.300><c> you</c><00:14:21.570><c> will</c> go severe exposure with a 45 you will go severe exposure with a 45 you will find<00:14:21.930><c> that</c><00:14:22.140><c> the</c><00:14:22.710><c> cover</c><00:14:22.920><c> is</c><00:14:23.160><c> 30</c><00:14:23.460><c> min</c><00:14:23.730><c> limit</c><00:14:24.000><c> okay</c> find that the cover is 30 min limit okay find that the cover is 30 min limit okay so<00:14:25.230><c> based</c><00:14:25.530><c> on</c><00:14:25.650><c> the</c><00:14:26.010><c> exposure</c><00:14:26.940><c> and</c><00:14:27.300><c> the</c> so based on the exposure and the so based on the exposure and the concrete<00:14:27.870><c> strains</c><00:14:28.320><c> you</c><00:14:28.470><c> are</c><00:14:28.560><c> using</c><00:14:28.770><c> you</c><00:14:29.580><c> will</c> concrete strains you are using you will concrete strains you are using you will be<00:14:29.880><c> able</c><00:14:30.060><c> to</c><00:14:30.330><c> get</c><00:14:30.480><c> the</c><00:14:31.170><c> minimum</c><00:14:31.710><c> cover</c> be able to get the minimum cover be able to get the minimum cover according<00:14:32.610><c> to</c><00:14:32.640><c> table</c><00:14:33.320><c> 3.3</c><00:14:34.320><c> and</c><00:14:34.470><c> called</c> according to table 3.3 and called according to table 3.3 and called durability<00:14:35.850><c> because</c><00:14:36.000><c> it</c><00:14:36.450><c> will</c><00:14:36.690><c> the</c><00:14:37.320><c> cover</c> durability because it will the cover durability because it will the cover helps<00:14:37.950><c> to</c><00:14:38.190><c> protect</c><00:14:39.030><c> the</c><00:14:39.420><c> steel</c><00:14:39.600><c> against</c> helps to protect the steel against helps to protect the steel against corrosion<00:14:40.740><c> problems</c><00:14:43.250><c> okay</c><00:14:44.250><c> how</c><00:14:44.580><c> about</c><00:14:44.820><c> the</c> corrosion problems okay how about the corrosion problems okay how about the second<00:14:46.140><c> missile</c><00:14:46.410><c> to</c><00:14:46.650><c> get</c><00:14:47.430><c> the</c><00:14:47.640><c> cover</c><00:14:48.000><c> we</c><00:14:48.750><c> get</c> second missile to get the cover we get second missile to get the cover we get it<00:14:49.020><c> also</c><00:14:49.410><c> for</c><00:14:49.740><c> fire</c><00:14:50.070><c> resistant</c><00:14:50.670><c> because</c><00:14:50.940><c> as</c> it also for fire resistant because as it also for fire resistant because as you<00:14:51.270><c> know</c><00:14:51.390><c> the</c><00:14:51.540><c> function</c><00:14:51.840><c> of</c><00:14:51.900><c> the</c><00:14:52.050><c> cover</c><00:14:52.230><c> the</c> you know the function of the cover the you know the function of the cover the cover<00:14:52.530><c> has</c><00:14:52.770><c> two</c><00:14:53.400><c> main</c><00:14:53.580><c> functions</c><00:14:53.790><c> first</c><00:14:54.750><c> one</c> cover has two main functions first one cover has two main functions first one to<00:14:55.230><c> protect</c><00:14:55.610><c> steel</c><00:14:56.610><c> reinforcement</c><00:14:57.180><c> against</c> to protect steel reinforcement against to protect steel reinforcement against environmental<00:14:58.440><c> conditions</c><00:14:59.250><c> we</c><00:14:59.430><c> get</c><00:14:59.550><c> it</c><00:14:59.670><c> from</c> environmental conditions we get it from environmental conditions we get it from table<00:15:00.150><c> three</c><00:15:00.330><c> point</c><00:15:00.570><c> three</c><00:15:00.750><c> and</c><00:15:01.080><c> also</c><00:15:01.470><c> the</c> table three point three and also the table three point three and also the second<00:15:01.920><c> one</c><00:15:02.100><c> is</c><00:15:02.310><c> to</c><00:15:02.370><c> protect</c><00:15:02.670><c> the</c> second one is to protect the second one is to protect the reinforcement<00:15:03.630><c> against</c><00:15:04.440><c> fire</c><00:15:05.010><c> and</c><00:15:05.280><c> we</c><00:15:05.610><c> get</c><00:15:05.730><c> it</c> reinforcement against fire and we get it reinforcement against fire and we get it from<00:15:05.940><c> table</c><00:15:06.360><c> three</c><00:15:06.690><c> point</c><00:15:07.110><c> four</c><00:15:07.470><c> as</c><00:15:07.680><c> we</c><00:15:07.830><c> are</c> from table three point four as we are from table three point four as we are going<00:15:08.100><c> to</c><00:15:08.250><c> see</c><00:15:08.400><c> now</c><00:15:08.550><c> this</c><00:15:09.240><c> table</c><00:15:09.450><c> three</c><00:15:09.900><c> point</c> going to see now this table three point going to see now this table three point four<00:15:10.410><c> it</c><00:15:10.620><c> gives</c><00:15:10.830><c> us</c><00:15:11.010><c> cover</c><00:15:11.280><c> for</c><00:15:12.060><c> the</c> four it gives us cover for the four it gives us cover for the reinforcement<00:15:12.870><c> but</c><00:15:13.410><c> four</c><00:15:13.860><c> different</c><00:15:14.130><c> fire</c> reinforcement but four different fire reinforcement but four different fire resistance<00:15:16.140><c> per</c><00:15:16.320><c> hour</c><00:15:16.500><c> so</c><00:15:16.740><c> in</c><00:15:16.860><c> the</c><00:15:16.980><c> first</c> resistance per hour so in the first resistance per hour so in the first column<00:15:17.400><c> here</c><00:15:17.730><c> you</c><00:15:17.910><c> have</c><00:15:18.060><c> the</c><00:15:18.210><c> fire</c><00:15:18.390><c> resistance</c> column here you have the fire resistance column here you have the fire resistance you<00:15:19.110><c> need</c><00:15:19.320><c> your</c><00:15:19.440><c> building</c><00:15:19.860><c> to</c><00:15:19.980><c> resist</c><00:15:20.250><c> fire</c> you need your building to resist fire you need your building to resist fire for<00:15:20.820><c> one</c><00:15:21.540><c> hour</c><00:15:21.780><c> for</c><00:15:21.930><c> one</c><00:15:22.380><c> and</c><00:15:22.530><c> a</c><00:15:22.560><c> half</c><00:15:22.710><c> or</c><00:15:23.070><c> two</c> for one hour for one and a half or two for one hour for one and a half or two and<00:15:23.550><c> till</c><00:15:23.730><c> four</c><00:15:23.940><c> hours</c><00:15:24.270><c> and</c><00:15:24.540><c> here</c><00:15:25.410><c> you</c><00:15:25.590><c> have</c> and till four hours and here you have and till four hours and here you have the<00:15:26.220><c> cover</c><00:15:26.460><c> based</c><00:15:26.820><c> on</c><00:15:27.120><c> the</c><00:15:27.570><c> type</c><00:15:27.750><c> of</c><00:15:27.780><c> the</c> the cover based on the type of the the cover based on the type of the structure<00:15:28.620><c> limit</c><00:15:29.010><c> you</c><00:15:29.100><c> have</c><00:15:29.280><c> you</c><00:15:29.430><c> have</c><00:15:29.580><c> four</c> structure limit you have you have four structure limit you have you have four beams<00:15:30.000><c> you</c><00:15:30.240><c> have</c><00:15:30.390><c> four</c><00:15:30.570><c> floors</c><00:15:30.870><c> four</c><00:15:31.530><c> ribs</c><00:15:31.740><c> and</c> beams you have four floors four ribs and beams you have four floors four ribs and four<00:15:32.310><c> columns</c><00:15:32.940><c> so</c><00:15:33.750><c> if</c><00:15:34.110><c> we</c><00:15:34.260><c> are</c><00:15:34.350><c> talking</c><00:15:34.470><c> about</c> four columns so if we are talking about four columns so if we are talking about floor<00:15:35.130><c> slabs</c><00:15:35.670><c> you</c><00:15:35.940><c> have</c><00:15:36.120><c> case</c><00:15:36.510><c> of</c><00:15:36.690><c> simply</c> floor slabs you have case of simply floor slabs you have case of simply supported<00:15:37.170><c> and</c><00:15:37.740><c> case</c><00:15:37.890><c> of</c><00:15:38.070><c> continuous</c><00:15:38.630><c> okay</c><00:15:39.630><c> so</c> supported and case of continuous okay so supported and case of continuous okay so let's<00:15:40.380><c> say</c><00:15:40.620><c> you</c><00:15:40.650><c> have</c><00:15:42.140><c> to</c><00:15:43.140><c> resist</c><00:15:43.470><c> the</c><00:15:43.650><c> fire</c> let's say you have to resist the fire let's say you have to resist the fire for<00:15:44.220><c> two</c><00:15:44.580><c> hours</c><00:15:44.970><c> and</c><00:15:45.270><c> you</c><00:15:45.480><c> have</c><00:15:45.630><c> a</c><00:15:45.660><c> simply</c> for two hours and you have a simply for two hours and you have a simply supported<00:15:46.220><c> slab</c><00:15:47.220><c> so</c><00:15:47.460><c> how</c><00:15:47.670><c> much</c><00:15:47.850><c> it</c><00:15:48.060><c> will</c><00:15:48.210><c> be</c> supported slab so how much it will be supported slab so how much it will be the<00:15:48.810><c> cover</c><00:15:49.260><c> at</c><00:15:49.500><c> this</c><00:15:49.710><c> case</c><00:15:49.920><c> you</c><00:15:50.190><c> will</c><00:15:50.280><c> go</c><00:15:50.490><c> for</c> the cover at this case you will go for the cover at this case you will go for two<00:15:50.940><c> hours</c><00:15:51.210><c> go</c><00:15:52.050><c> horizontal</c><00:15:52.740><c> since</c><00:15:53.310><c> the</c><00:15:53.460><c> slabs</c> two hours go horizontal since the slabs two hours go horizontal since the slabs floors<00:15:54.630><c> you</c><00:15:55.320><c> have</c><00:15:55.470><c> simply</c><00:15:55.890><c> supported</c><00:15:56.400><c> will</c><00:15:56.550><c> be</c> floors you have simply supported will be floors you have simply supported will be 35<00:15:57.470><c> millimeter</c><00:15:58.470><c> if</c><00:15:58.950><c> you</c><00:15:59.400><c> have</c><00:15:59.550><c> a</c><00:15:59.580><c> fire</c> 35 millimeter if you have a fire 35 millimeter if you have a fire resistance<00:16:00.420><c> of</c><00:16:00.710><c> one</c><00:16:01.710><c> hour</c><00:16:01.950><c> and</c><00:16:02.430><c> you</c><00:16:03.120><c> have</c><00:16:03.330><c> a</c> resistance of one hour and you have a resistance of one hour and you have a column<00:16:03.780><c> you</c><00:16:03.930><c> need</c><00:16:04.110><c> to</c><00:16:04.230><c> design</c><00:16:04.380><c> a</c><00:16:04.740><c> column</c><00:16:05.280><c> to</c> column you need to design a column to column you need to design a column to resist<00:16:05.730><c> a</c><00:16:05.820><c> fire</c><00:16:06.000><c> for</c><00:16:06.210><c> one</c><00:16:06.360><c> hour</c><00:16:06.570><c> you</c><00:16:06.810><c> will</c><00:16:06.930><c> go</c> resist a fire for one hour you will go resist a fire for one hour you will go here<00:16:07.380><c> one</c><00:16:07.620><c> hour</c><00:16:07.830><c> and</c><00:16:08.100><c> you</c><00:16:08.490><c> will</c><00:16:08.580><c> go</c><00:16:08.730><c> for</c> here one hour and you will go for here one hour and you will go for columns<00:16:09.240><c> you</c><00:16:09.330><c> will</c><00:16:09.420><c> find</c><00:16:09.630><c> it</c><00:16:09.750><c> is</c><00:16:09.900><c> 20</c> columns you will find it is 20 columns you will find it is 20 millimeter<00:16:10.980><c> with</c><00:16:11.190><c> some</c><00:16:11.340><c> additional</c> millimeter with some additional millimeter with some additional conditions<00:16:12.270><c> can</c><00:16:12.480><c> be</c><00:16:12.690><c> seen</c> conditions can be seen conditions can be seen here<00:16:14.610><c> you</c><00:16:15.610><c> can</c><00:16:15.760><c> do</c><00:16:15.880><c> it</c><00:16:15.970><c> yourself</c><00:16:16.890><c> so</c><00:16:17.890><c> for</c><00:16:18.520><c> the</c> here you can do it yourself so for the here you can do it yourself so for the cover<00:16:19.210><c> we</c><00:16:19.570><c> get</c><00:16:19.780><c> the</c><00:16:19.960><c> larger</c><00:16:20.290><c> from</c><00:16:20.620><c> the</c><00:16:20.950><c> two</c> cover we get the larger from the two cover we get the larger from the two values<00:16:21.460><c> Table</c><00:16:22.000><c> three</c><00:16:22.240><c> point</c><00:16:22.480><c> three</c><00:16:22.570><c> it</c><00:16:23.110><c> will</c> values Table three point three it will values Table three point three it will give<00:16:23.530><c> you</c><00:16:23.620><c> a</c><00:16:23.650><c> value</c><00:16:23.860><c> they</c><00:16:24.430><c> would</c><00:16:24.610><c> three</c><00:16:24.850><c> point</c> give you a value they would three point give you a value they would three point four<00:16:25.360><c> it</c><00:16:25.450><c> give</c><00:16:25.630><c> you</c><00:16:25.720><c> and</c><00:16:25.840><c> give</c><00:16:26.080><c> you</c><00:16:26.290><c> another</c> four it give you and give you another four it give you and give you another value<00:16:27.010><c> and</c><00:16:27.420><c> then</c><00:16:28.420><c> you</c><00:16:28.630><c> get</c><00:16:28.840><c> the</c><00:16:29.020><c> maximum</c><00:16:29.740><c> the</c> value and then you get the maximum the value and then you get the maximum the larger<00:16:30.220><c> of</c><00:16:30.370><c> the</c><00:16:30.430><c> two</c><00:16:30.580><c> vendors</c><00:16:31.060><c> then</c><00:16:32.050><c> in</c><00:16:32.320><c> this</c> larger of the two vendors then in this larger of the two vendors then in this case<00:16:32.740><c> you</c><00:16:32.920><c> can</c><00:16:33.130><c> give</c><00:16:33.310><c> the</c><00:16:33.520><c> total</c><00:16:34.000><c> dips</c><00:16:34.450><c> or</c> case you can give the total dips or case you can give the total dips or total<00:16:35.410><c> height</c><00:16:35.650><c> of</c><00:16:36.040><c> the</c><00:16:36.640><c> slab</c><00:16:37.150><c> equals</c><00:16:37.840><c> what</c><00:16:38.050><c> we</c> total height of the slab equals what we total height of the slab equals what we call<00:16:38.620><c> it</c><00:16:38.740><c> edge</c><00:16:38.950><c> the</c><00:16:39.940><c> H</c><00:16:40.420><c> equals</c><00:16:41.050><c> the</c><00:16:41.740><c> effective</c> call it edge the H equals the effective call it edge the H equals the effective dip<00:16:42.490><c> switches</c><00:16:42.820><c> from</c><00:16:43.150><c> the</c><00:16:43.810><c> compression</c><00:16:44.470><c> side</c> dip switches from the compression side dip switches from the compression side and<00:16:44.980><c> tells</c><00:16:45.280><c> a</c><00:16:45.460><c> centerline</c><00:16:45.970><c> of</c><00:16:46.180><c> the</c><00:16:46.450><c> tension</c> and tells a centerline of the tension and tells a centerline of the tension steel<00:16:47.080><c> you</c><00:16:47.740><c> need</c><00:16:47.920><c> to</c><00:16:48.100><c> add</c><00:16:48.250><c> the</c><00:16:49.210><c> cover</c><00:16:49.420><c> to</c><00:16:49.900><c> the</c> steel you need to add the cover to the steel you need to add the cover to the steel<00:16:50.320><c> that</c><00:16:50.350><c> we</c><00:16:50.770><c> just</c><00:16:50.950><c> calculated</c><00:16:51.250><c> from</c><00:16:51.640><c> Table</c> steel that we just calculated from Table steel that we just calculated from Table three<00:16:52.600><c> three</c><00:16:52.840><c> and</c><00:16:53.020><c> pivot</c><00:16:53.320><c> three</c><00:16:53.500><c> point</c><00:16:53.710><c> four</c> three three and pivot three point four three three and pivot three point four and<00:16:54.420><c> then</c><00:16:55.420><c> you</c><00:16:55.870><c> have</c><00:16:56.050><c> to</c><00:16:56.230><c> add</c><00:16:56.410><c> the</c><00:16:57.100><c> diameter</c> and then you have to add the diameter and then you have to add the diameter divided<00:16:58.480><c> by</c><00:16:58.750><c> two</c><00:16:58.810><c> half</c><00:16:59.260><c> of</c><00:16:59.470><c> the</c><00:16:59.620><c> diameter</c><00:17:00.010><c> of</c> divided by two half of the diameter of divided by two half of the diameter of the<00:17:00.900><c> bar</c><00:17:01.900><c> to</c><00:17:02.440><c> get</c><00:17:02.560><c> the</c><00:17:02.740><c> total</c><00:17:03.070><c> edge</c><00:17:03.280><c> of</c><00:17:03.760><c> the</c> the bar to get the total edge of the the bar to get the total edge of the slab<00:17:04.089><c> the</c><00:17:04.300><c> total</c><00:17:04.600><c> height</c><00:17:04.750><c> of</c><00:17:04.900><c> the</c><00:17:05.050><c> slab</c><00:17:05.260><c> so</c><00:17:05.680><c> is</c> slab the total height of the slab so is slab the total height of the slab so is the<00:17:05.860><c> total</c><00:17:06.130><c> height</c><00:17:06.280><c> which</c><00:17:06.520><c> is</c><00:17:06.699><c> this</c><00:17:06.819><c> one</c><00:17:07.060><c> is</c><00:17:07.270><c> H</c> the total height which is this one is H the total height which is this one is H equals<00:17:08.910><c> D</c><00:17:09.910><c> you</c><00:17:10.780><c> get</c><00:17:10.930><c> it</c><00:17:11.050><c> from</c><00:17:11.199><c> Table</c><00:17:11.530><c> three</c> equals D you get it from Table three equals D you get it from Table three point<00:17:12.100><c> nine</c><00:17:12.270><c> plus</c><00:17:13.270><c> cover</c><00:17:14.110><c> the</c><00:17:14.589><c> maximum</c><00:17:15.040><c> of</c> point nine plus cover the maximum of point nine plus cover the maximum of three<00:17:15.790><c> point</c><00:17:16.030><c> three</c><00:17:16.180><c> and</c><00:17:16.600><c> three</c><00:17:16.810><c> point</c><00:17:17.050><c> four</c> three point three and three point four three point three and three point four plus<00:17:18.069><c> five</c><00:17:18.370><c> over</c><00:17:18.400><c> two</c><00:17:18.910><c> and</c><00:17:19.150><c> like</c><00:17:20.020><c> for</c><00:17:20.290><c> Phi</c><00:17:20.560><c> we</c> plus five over two and like for Phi we plus five over two and like for Phi we can<00:17:21.400><c> assume</c><00:17:21.760><c> the</c><00:17:22.660><c> Phi</c><00:17:22.810><c> as</c><00:17:23.079><c> ten</c><00:17:23.350><c> millimeter</c><00:17:23.829><c> for</c> can assume the Phi as ten millimeter for can assume the Phi as ten millimeter for our<00:17:24.400><c> calculation</c><00:17:25.089><c> and</c><00:17:25.209><c> you</c><00:17:25.329><c> don't</c><00:17:25.510><c> need</c><00:17:25.660><c> to</c> our calculation and you don't need to our calculation and you don't need to recalculate<00:17:27.130><c> this</c><00:17:27.579><c> one</c><00:17:27.819><c> if</c><00:17:28.089><c> you</c><00:17:28.660><c> design</c><00:17:29.500><c> and</c> recalculate this one if you design and recalculate this one if you design and you<00:17:29.860><c> find</c><00:17:30.130><c> a</c><00:17:30.280><c> Phi</c><00:17:30.550><c> which</c><00:17:30.790><c> is</c><00:17:30.820><c> like</c><00:17:31.180><c> 12</c><00:17:31.510><c> volts</c><00:17:31.930><c> in</c> you find a Phi which is like 12 volts in you find a Phi which is like 12 volts in millimeter<00:17:32.800><c> no</c><00:17:33.280><c> need</c><00:17:33.430><c> to</c><00:17:33.550><c> go</c><00:17:33.700><c> and</c><00:17:33.880><c> repeat</c><00:17:34.210><c> this</c> millimeter no need to go and repeat this millimeter no need to go and repeat this so<00:17:35.410><c> this</c><00:17:35.710><c> is</c><00:17:35.920><c> how</c><00:17:36.340><c> to</c><00:17:36.400><c> get</c><00:17:36.700><c> the</c><00:17:36.940><c> H</c><00:17:37.300><c> and</c><00:17:38.400><c> by</c> so this is how to get the H and by so this is how to get the H and by getting<00:17:39.970><c> the</c><00:17:40.300><c> H</c><00:17:40.570><c> or</c><00:17:40.990><c> the</c><00:17:41.050><c> total</c><00:17:41.410><c> height</c><00:17:41.710><c> we</c> getting the H or the total height we getting the H or the total height we finish<00:17:42.280><c> the</c><00:17:42.430><c> first</c><00:17:42.730><c> part</c><00:17:42.850><c> about</c><00:17:43.180><c> initial</c> finish the first part about initial finish the first part about initial proportioning<00:17:44.440><c> then</c><00:17:45.390><c> we</c><00:17:46.390><c> can</c><00:17:47.260><c> move</c><00:17:47.470><c> to</c><00:17:47.530><c> a</c> proportioning then we can move to a proportioning then we can move to a second<00:17:48.370><c> the</c><00:17:48.760><c> third</c><00:17:48.790><c> step</c><00:17:49.420><c> which</c><00:17:49.600><c> is</c><00:17:49.630><c> the</c><00:17:49.810><c> final</c> second the third step which is the final second the third step which is the final proportioning<00:17:50.890><c> why</c><00:17:51.400><c> not</c><00:17:51.580><c> proportioning</c><00:17:52.240><c> it</c> proportioning why not proportioning it proportioning why not proportioning it will<00:17:52.780><c> include</c><00:17:52.990><c> different</c><00:17:53.530><c> paths</c><00:17:53.800><c> the</c><00:17:54.430><c> first</c> will include different paths the first will include different paths the first one<00:17:54.940><c> to</c><00:17:55.120><c> get</c><00:17:55.300><c> the</c><00:17:55.450><c> loads</c><00:17:55.710><c> loading</c><00:17:56.710><c> on</c><00:17:56.920><c> the</c><00:17:57.070><c> slab</c> one to get the loads loading on the slab one to get the loads loading on the slab the<00:17:58.420><c> main</c><00:17:58.600><c> two</c><00:17:58.870><c> loads</c><00:17:59.110><c> on</c><00:17:59.320><c> the</c><00:17:59.500><c> slabs</c><00:17:59.770><c> are</c><00:18:00.160><c> dead</c> the main two loads on the slabs are dead the main two loads on the slabs are dead loads<00:18:01.000><c> and</c><00:18:01.360><c> live</c><00:18:02.230><c> loads</c><00:18:02.560><c> did</c><00:18:03.160><c> loads</c><00:18:03.460><c> it</c><00:18:03.670><c> will</c> loads and live loads did loads it will loads and live loads did loads it will include<00:18:04.090><c> the</c><00:18:04.210><c> self</c><00:18:04.750><c> weight</c><00:18:04.930><c> of</c><00:18:04.990><c> the</c><00:18:05.320><c> slab</c><00:18:05.530><c> and</c> include the self weight of the slab and include the self weight of the slab and in<00:18:06.010><c> this</c><00:18:06.190><c> case</c><00:18:06.430><c> for</c><00:18:06.460><c> self</c><00:18:06.880><c> weight</c><00:18:07.120><c> you</c><00:18:07.270><c> need</c><00:18:07.420><c> to</c> in this case for self weight you need to in this case for self weight you need to get<00:18:07.720><c> the</c><00:18:07.870><c> edge</c><00:18:08.020><c> which</c><00:18:08.500><c> we</c><00:18:08.680><c> got</c><00:18:08.890><c> it</c><00:18:09.010><c> on</c><00:18:09.190><c> the</c> get the edge which we got it on the get the edge which we got it on the first<00:18:10.030><c> the</c><00:18:10.270><c> second</c><00:18:11.110><c> step</c><00:18:11.410><c> in</c><00:18:11.680><c> the</c><00:18:11.740><c> previous</c> first the second step in the previous first the second step in the previous slide<00:18:12.640><c> initial</c><00:18:13.270><c> proportioning</c><00:18:13.870><c> if</c><00:18:14.500><c> you</c><00:18:14.680><c> have</c> slide initial proportioning if you have slide initial proportioning if you have finishes<00:18:15.460><c> weight</c><00:18:16.060><c> of</c><00:18:16.270><c> partitions</c><00:18:17.020><c> weight</c><00:18:17.320><c> of</c> finishes weight of partitions weight of finishes weight of partitions weight of ceiling<00:18:17.920><c> and</c><00:18:18.100><c> services</c><00:18:18.700><c> all</c><00:18:19.510><c> of</c><00:18:19.930><c> this</c><00:18:20.080><c> also</c> ceiling and services all of this also ceiling and services all of this also will<00:18:20.680><c> be</c><00:18:20.710><c> considered</c><00:18:21.370><c> as</c><00:18:21.580><c> dead</c><00:18:22.270><c> load</c><00:18:22.510><c> in</c> will be considered as dead load in will be considered as dead load in addition<00:18:23.740><c> to</c><00:18:23.860><c> the</c><00:18:23.950><c> dead</c><00:18:24.130><c> load</c><00:18:24.280><c> we</c><00:18:24.550><c> have</c><00:18:24.730><c> also</c> addition to the dead load we have also addition to the dead load we have also live<00:18:25.240><c> load</c><00:18:25.540><c> or</c><00:18:25.990><c> sometimes</c><00:18:26.530><c> we</c><00:18:26.650><c> call</c><00:18:26.770><c> it</c><00:18:26.830><c> in</c> live load or sometimes we call it in live load or sometimes we call it in post post post we<00:18:28.019><c> take</c><00:18:28.230><c> it</c><00:18:28.320><c> from</c><00:18:28.409><c> the</c><00:18:29.130><c> hood</c><00:18:29.370><c> and</c><00:18:29.669><c> depends</c><00:18:30.539><c> on</c> we take it from the hood and depends on we take it from the hood and depends on the<00:18:30.929><c> function</c><00:18:31.649><c> of</c><00:18:31.830><c> your</c><00:18:32.159><c> building</c><00:18:33.090><c> okay</c><00:18:34.190><c> once</c> the function of your building okay once the function of your building okay once you<00:18:35.370><c> have</c><00:18:35.549><c> the</c><00:18:35.730><c> loads</c><00:18:35.909><c> you</c><00:18:36.210><c> have</c><00:18:36.240><c> to</c><00:18:36.570><c> go</c><00:18:36.690><c> to</c><00:18:36.750><c> the</c> you have the loads you have to go to the you have the loads you have to go to the structure<00:18:37.559><c> and</c><00:18:37.710><c> let's</c><00:18:37.830><c> step</c><00:18:38.309><c> to</c><00:18:38.580><c> find</c><00:18:39.149><c> the</c> structure and let's step to find the structure and let's step to find the bending<00:18:39.480><c> moment</c><00:18:39.960><c> and</c><00:18:40.049><c> shear</c><00:18:40.139><c> forces</c><00:18:40.710><c> on</c><00:18:40.980><c> the</c> bending moment and shear forces on the bending moment and shear forces on the slabs<00:18:43.730><c> after</c><00:18:44.730><c> you</c><00:18:44.850><c> get</c><00:18:45.029><c> the</c><00:18:45.149><c> bending</c><00:18:45.450><c> moment</c> slabs after you get the bending moment slabs after you get the bending moment and<00:18:45.779><c> the</c><00:18:45.840><c> shear</c><00:18:45.960><c> force</c><00:18:46.409><c> we</c><00:18:46.590><c> have</c><00:18:46.620><c> to</c><00:18:46.799><c> design</c> and the shear force we have to design and the shear force we have to design for<00:18:47.220><c> reinforcement</c><00:18:48.090><c> calculation</c><00:18:48.690><c> for</c> for reinforcement calculation for for reinforcement calculation for reinforcement<00:18:49.740><c> we</c><00:18:49.919><c> use</c><00:18:50.190><c> section</c><00:18:51.000><c> three</c><00:18:51.240><c> point</c> reinforcement we use section three point reinforcement we use section three point four<00:18:51.809><c> point</c><00:18:52.019><c> four</c><00:18:52.350><c> four</c><00:18:52.590><c> and</c><00:18:52.889><c> the</c><00:18:53.700><c> V</c><00:18:54.059><c> is</c><00:18:54.240><c> code</c> four point four four and the V is code four point four four and the V is code you<00:18:55.740><c> design</c><00:18:56.130><c> for</c><00:18:56.240><c> reinforcement</c><00:18:57.240><c> in</c><00:18:57.389><c> the</c> you design for reinforcement in the you design for reinforcement in the short<00:18:57.779><c> direction</c><00:18:58.260><c> only</c><00:18:58.740><c> if</c><00:18:58.980><c> you</c><00:18:59.940><c> are</c><00:19:00.059><c> dealing</c> short direction only if you are dealing short direction only if you are dealing with<00:19:00.539><c> one</c><00:19:00.870><c> way</c><00:19:00.990><c> so</c><00:19:01.200><c> it</c><00:19:01.320><c> is</c><00:19:01.409><c> loud</c><00:19:01.620><c> or</c><00:19:01.889><c> you</c><00:19:01.950><c> will</c> with one way so it is loud or you will with one way so it is loud or you will design<00:19:02.940><c> for</c><00:19:03.299><c> both</c><00:19:03.840><c> directions</c><00:19:04.320><c> if</c><00:19:04.769><c> you</c><00:19:04.889><c> are</c> design for both directions if you are design for both directions if you are designing<00:19:05.399><c> for</c><00:19:05.549><c> two</c><00:19:06.450><c> way</c><00:19:06.690><c> solidus</c><00:19:07.380><c> laps</c><00:19:07.820><c> once</c> designing for two way solidus laps once designing for two way solidus laps once we<00:19:09.000><c> design</c><00:19:09.149><c> for</c><00:19:09.330><c> reinforcement</c><00:19:10.169><c> this</c><00:19:10.559><c> is</c><00:19:10.620><c> not</c> we design for reinforcement this is not we design for reinforcement this is not the<00:19:11.100><c> end</c><00:19:11.279><c> you</c><00:19:11.789><c> need</c><00:19:11.970><c> to</c><00:19:12.210><c> make</c><00:19:12.360><c> some</c><00:19:12.570><c> it</c><00:19:12.690><c> checks</c> the end you need to make some it checks the end you need to make some it checks to<00:19:13.350><c> be</c><00:19:13.500><c> sure</c><00:19:14.429><c> that</c><00:19:14.820><c> your</c><00:19:15.240><c> structure</c><00:19:16.110><c> is</c><00:19:16.880><c> safe</c> to be sure that your structure is safe to be sure that your structure is safe and<00:19:18.240><c> can</c><00:19:18.720><c> resist</c><00:19:19.080><c> the</c><00:19:19.740><c> loads</c><00:19:19.950><c> and</c><00:19:20.309><c> can</c><00:19:20.580><c> satisfy</c> and can resist the loads and can satisfy and can resist the loads and can satisfy the<00:19:21.120><c> ultimate</c><00:19:21.870><c> limit</c><00:19:22.110><c> state</c><00:19:22.409><c> and</c> the ultimate limit state and the ultimate limit state and serviceability<00:19:23.190><c> limit</c><00:19:23.370><c> state</c><00:19:23.820><c> the</c><00:19:24.539><c> first</c> serviceability limit state the first serviceability limit state the first check<00:19:25.320><c> here</c><00:19:25.590><c> is</c><00:19:25.799><c> a</c><00:19:26.100><c> check</c><00:19:26.340><c> for</c><00:19:26.929><c> deflection</c><00:19:27.929><c> and</c> check here is a check for deflection and check here is a check for deflection and checking<00:19:28.740><c> for</c><00:19:28.919><c> deflection</c><00:19:29.250><c> we</c><00:19:29.549><c> use</c><00:19:29.760><c> stable</c> checking for deflection we use stable checking for deflection we use stable 3.10<00:19:31.559><c> as</c><00:19:31.799><c> you</c><00:19:31.980><c> can</c><00:19:32.159><c> see</c><00:19:32.340><c> here</c><00:19:32.610><c> and</c><00:19:32.880><c> it</c><00:19:33.779><c> will</c> 3.10 as you can see here and it will 3.10 as you can see here and it will come<00:19:33.960><c> later</c><00:19:34.760><c> after</c><00:19:35.760><c> two</c><00:19:35.940><c> slides</c><00:19:36.240><c> we</c><00:19:36.480><c> will</c><00:19:36.570><c> talk</c> come later after two slides we will talk come later after two slides we will talk in<00:19:37.080><c> details</c><00:19:37.649><c> about</c><00:19:38.039><c> how</c><00:19:38.940><c> to</c><00:19:38.970><c> use</c><00:19:39.330><c> this</c><00:19:39.690><c> one</c><00:19:39.990><c> to</c> in details about how to use this one to in details about how to use this one to check<00:19:40.500><c> our</c><00:19:40.789><c> deflections</c><00:19:41.870><c> so</c><00:19:42.870><c> once</c><00:19:43.769><c> you</c><00:19:43.950><c> check</c> check our deflections so once you check check our deflections so once you check your<00:19:44.340><c> deflection</c><00:19:45.000><c> and</c><00:19:45.539><c> the</c><00:19:46.169><c> point</c><00:19:46.470><c> is</c><00:19:46.710><c> safe</c> your deflection and the point is safe your deflection and the point is safe also<00:19:47.580><c> we</c><00:19:48.029><c> have</c><00:19:48.179><c> to</c><00:19:48.299><c> check</c><00:19:48.510><c> for</c><00:19:48.590><c> shear</c><00:19:49.590><c> and</c> also we have to check for shear and also we have to check for shear and checking<00:19:50.820><c> for</c><00:19:51.000><c> shear</c><00:19:51.299><c> it</c><00:19:51.510><c> is</c><00:19:51.630><c> similar</c><00:19:51.990><c> to</c><00:19:52.230><c> that</c> checking for shear it is similar to that checking for shear it is similar to that shakes<00:19:52.950><c> the</c><00:19:53.370><c> shear</c><00:19:53.789><c> shakes</c><00:19:54.059><c> that</c><00:19:54.179><c> we</c><00:19:54.360><c> did</c><00:19:54.539><c> for</c> shakes the shear shakes that we did for shakes the shear shakes that we did for beams<00:19:56.570><c> but</c><00:19:57.570><c> you</c><00:19:58.169><c> have</c><00:19:58.350><c> to</c><00:19:58.500><c> keep</c><00:19:58.620><c> in</c><00:19:58.799><c> mind</c><00:19:59.010><c> that</c> beams but you have to keep in mind that beams but you have to keep in mind that no<00:19:59.610><c> shear</c><00:19:59.880><c> reinforcement</c><00:20:00.029><c> and</c><00:20:00.870><c> slabs</c><00:20:01.289><c> should</c> no shear reinforcement and slabs should no shear reinforcement and slabs should be<00:20:02.490><c> provided</c><00:20:03.059><c> if</c><00:20:03.179><c> the</c><00:20:03.480><c> H</c><00:20:03.720><c> is</c><00:20:04.080><c> less</c><00:20:04.260><c> than</c><00:20:04.470><c> or</c> be provided if the H is less than or be provided if the H is less than or equals<00:20:05.010><c> 200</c><00:20:05.519><c> millimeter</c><00:20:05.909><c> so</c><00:20:06.510><c> if</c><00:20:06.779><c> the</c><00:20:07.070><c> height</c> equals 200 millimeter so if the height equals 200 millimeter so if the height of<00:20:08.340><c> the</c><00:20:08.460><c> slab</c><00:20:08.700><c> the</c><00:20:08.880><c> thickness</c><00:20:09.210><c> of</c><00:20:09.299><c> the</c><00:20:09.419><c> slab</c><00:20:09.600><c> is</c> of the slab the thickness of the slab is of the slab the thickness of the slab is less<00:20:09.990><c> than</c><00:20:10.139><c> or</c><00:20:10.200><c> equals</c><00:20:10.590><c> 400</c><00:20:11.010><c> millimeter</c><00:20:11.429><c> you</c> less than or equals 400 millimeter you less than or equals 400 millimeter you cannot<00:20:11.880><c> actually</c><00:20:12.090><c> reinforcement</c><00:20:12.840><c> so</c><00:20:12.960><c> what</c> cannot actually reinforcement so what cannot actually reinforcement so what can<00:20:13.919><c> you</c><00:20:14.039><c> do</c><00:20:14.190><c> if</c><00:20:14.340><c> the</c><00:20:14.490><c> shear</c><00:20:14.669><c> is</c><00:20:14.700><c> not</c><00:20:14.909><c> safe</c><00:20:15.149><c> the</c> can you do if the shear is not safe the can you do if the shear is not safe the only<00:20:15.779><c> choice</c><00:20:16.110><c> in</c><00:20:16.350><c> this</c><00:20:16.500><c> case</c><00:20:16.559><c> to</c><00:20:16.950><c> increase</c><00:20:17.340><c> the</c> only choice in this case to increase the only choice in this case to increase the H<00:20:18.240><c> to</c><00:20:19.200><c> use</c><00:20:19.409><c> more</c><00:20:20.159><c> edge</c><00:20:20.429><c> because</c><00:20:21.210><c> if</c><00:20:21.480><c> the</c><00:20:21.720><c> H</c><00:20:21.840><c> is</c> H to use more edge because if the H is H to use more edge because if the H is less<00:20:22.320><c> than</c><00:20:22.590><c> 200</c><00:20:22.889><c> you</c><00:20:23.760><c> cannot</c><00:20:24.120><c> it</c><00:20:24.510><c> is</c><00:20:24.539><c> not</c> less than 200 you cannot it is not less than 200 you cannot it is not allowed<00:20:25.110><c> by</c><00:20:25.320><c> the</c><00:20:25.380><c> code</c><00:20:25.679><c> to</c><00:20:25.860><c> actually</c> allowed by the code to actually allowed by the code to actually reinforcement<00:20:27.269><c> so</c><00:20:27.809><c> what</c><00:20:28.080><c> is</c><00:20:28.200><c> Table</c><00:20:28.500><c> three</c> reinforcement so what is Table three reinforcement so what is Table three point<00:20:29.010><c> eight</c><00:20:29.220><c> let's</c><00:20:29.639><c> go</c><00:20:29.880><c> and</c><00:20:30.059><c> see</c><00:20:30.240><c> this</c><00:20:30.419><c> table</c> point eight let's go and see this table point eight let's go and see this table it<00:20:31.380><c> is</c><00:20:31.590><c> similar</c><00:20:31.919><c> to</c><00:20:32.070><c> that</c><00:20:32.220><c> they</c><00:20:32.309><c> will</c><00:20:32.429><c> use</c><00:20:32.610><c> for</c> it is similar to that they will use for it is similar to that they will use for beams<00:20:33.960><c> the</c><00:20:34.649><c> main</c><00:20:34.799><c> equations</c><00:20:35.309><c> that</c><00:20:35.399><c> we</c><00:20:35.580><c> have</c><00:20:35.730><c> it</c> beams the main equations that we have it beams the main equations that we have it here<00:20:36.029><c> for</c><00:20:36.090><c> the</c><00:20:36.539><c> VC</c><00:20:37.200><c> the</c><00:20:37.470><c> shear</c><00:20:37.710><c> karatbar</c><00:20:38.220><c> is</c><00:20:38.370><c> a</c> here for the VC the shear karatbar is a here for the VC the shear karatbar is a concrete<00:20:38.789><c> equal</c><00:20:39.539><c> point</c><00:20:40.230><c> seven</c><00:20:40.620><c> nine</c> concrete equal point seven nine concrete equal point seven nine times<00:20:42.940><c> between</c><00:20:43.940><c> brackets</c><00:20:44.360><c> 100</c><00:20:44.990><c> a</c><00:20:45.140><c> s</c><00:20:45.410><c> /</c><00:20:46.070><c> v</c><00:20:46.400><c> bv</c><00:20:46.820><c> x</c> times between brackets 100 a s / v bv x times between brackets 100 a s / v bv x d<00:20:47.690><c> -</c><00:20:47.840><c> power</c><00:20:47.990><c> 1</c><00:20:48.290><c> over</c><00:20:48.680><c> 3</c><00:20:49.100><c> +</c><00:20:50.530><c> x</c><00:20:51.530><c> 400</c><00:20:52.250><c> /</c><00:20:52.490><c> did</c><00:20:52.700><c> -</c><00:20:53.060><c> power</c> d - power 1 over 3 + x 400 / did - power d - power 1 over 3 + x 400 / did - power 1<00:20:53.990><c> /</c><00:20:54.380><c> 4</c><00:20:54.800><c> divided</c><00:20:55.640><c> by</c><00:20:55.820><c> gamma</c><00:20:56.300><c> M</c><00:20:56.630><c> gamma</c><00:20:57.410><c> M</c><00:20:57.740><c> which</c> 1 / 4 divided by gamma M gamma M which 1 / 4 divided by gamma M gamma M which is<00:20:58.640><c> a</c><00:20:58.720><c> material</c><00:20:59.720><c> safety</c><00:21:00.080><c> factor</c><00:21:00.310><c> for</c><00:21:01.310><c> shear</c><00:21:01.580><c> it</c> is a material safety factor for shear it is a material safety factor for shear it is<00:21:02.000><c> always</c><00:21:02.510><c> taken</c><00:21:02.870><c> as</c><00:21:04.090><c> 1.25</c><00:21:05.090><c> according</c><00:21:05.750><c> to</c><00:21:05.930><c> CBS</c> is always taken as 1.25 according to CBS is always taken as 1.25 according to CBS code<00:21:07.270><c> it</c><00:21:08.270><c> s</c><00:21:08.510><c> is</c><00:21:08.870><c> the</c><00:21:09.110><c> area</c><00:21:09.380><c> of</c><00:21:09.530><c> the</c><00:21:09.800><c> tension</c> code it s is the area of the tension code it s is the area of the tension steel<00:21:10.610><c> reinforcement</c><00:21:11.740><c> BV</c><00:21:12.740><c> is</c><00:21:12.980><c> the</c><00:21:13.720><c> width</c><00:21:14.720><c> of</c> steel reinforcement BV is the width of steel reinforcement BV is the width of one<00:21:15.410><c> millimeter</c><00:21:15.770><c> that</c><00:21:16.220><c> we</c><00:21:16.400><c> have</c><00:21:16.970><c> it</c><00:21:17.120><c> for</c><00:21:17.330><c> slabs</c> one millimeter that we have it for slabs one millimeter that we have it for slabs V<00:21:18.380><c> is</c><00:21:18.590><c> the</c><00:21:18.860><c> tips</c><00:21:19.520><c> of</c><00:21:19.760><c> the</c><00:21:20.030><c> step</c><00:21:20.810><c> okay</c><00:21:21.650><c> but</c><00:21:22.190><c> you</c> V is the tips of the step okay but you V is the tips of the step okay but you have<00:21:22.490><c> to</c><00:21:22.610><c> keep</c><00:21:22.730><c> in</c><00:21:22.880><c> mind</c><00:21:22.910><c> that</c><00:21:23.240><c> this</c><00:21:23.630><c> value</c> have to keep in mind that this value have to keep in mind that this value here<00:21:24.230><c> 100</c><00:21:24.890><c> a</c><00:21:25.040><c> s</c><00:21:25.220><c> divided</c><00:21:25.760><c> by</c><00:21:25.790><c> B</c><00:21:26.180><c> V</c><00:21:26.840><c> times</c><00:21:27.140><c> D</c> here 100 a s divided by B V times D here 100 a s divided by B V times D shouldn't<00:21:28.190><c> be</c><00:21:28.370><c> taken</c><00:21:28.700><c> as</c><00:21:28.880><c> greater</c><00:21:29.180><c> than</c><00:21:29.450><c> 3</c><00:21:29.690><c> so</c> shouldn't be taken as greater than 3 so shouldn't be taken as greater than 3 so if<00:21:31.280><c> it</c><00:21:31.520><c> is</c><00:21:31.610><c> less</c><00:21:31.820><c> than</c><00:21:32.000><c> 3</c><00:21:32.530><c> it</c><00:21:33.530><c> is</c><00:21:33.620><c> fine</c><00:21:34.030><c> okay</c><00:21:35.030><c> you</c> if it is less than 3 it is fine okay you if it is less than 3 it is fine okay you take<00:21:35.840><c> it</c><00:21:35.960><c> as</c><00:21:36.170><c> if</c><00:21:36.980><c> it</c><00:21:37.160><c> is</c><00:21:37.190><c> greater</c><00:21:37.490><c> than</c><00:21:37.760><c> 3</c><00:21:38.030><c> take</c> take it as if it is greater than 3 take take it as if it is greater than 3 take it<00:21:38.450><c> as</c><00:21:38.600><c> 3</c><00:21:38.870><c> okay</c><00:21:39.500><c> so</c><00:21:39.560><c> this</c><00:21:39.920><c> value</c><00:21:40.190><c> here</c><00:21:40.340><c> 100</c><00:21:41.000><c> s</c><00:21:41.270><c> /</c> it as 3 okay so this value here 100 s / it as 3 okay so this value here 100 s / bv<00:21:42.020><c> x</c><00:21:42.320><c> d</c><00:21:42.650><c> the</c><00:21:42.950><c> maximum</c><00:21:43.340><c> value</c><00:21:43.640><c> is</c><00:21:43.820><c> 3</c><00:21:44.390><c> as</c><00:21:44.570><c> you</c><00:21:44.690><c> can</c> bv x d the maximum value is 3 as you can bv x d the maximum value is 3 as you can see<00:21:45.050><c> here</c><00:21:45.260><c> from</c><00:21:45.470><c> this</c><00:21:45.590><c> table</c><00:21:45.830><c> the</c><00:21:46.040><c> maximum</c><00:21:46.370><c> is</c> see here from this table the maximum is see here from this table the maximum is 3<00:21:47.740><c> also</c><00:21:48.740><c> for</c><00:21:48.920><c> 400</c><00:21:49.550><c> over</c><00:21:49.730><c> d</c><00:21:50.150><c> shouldn't</c><00:21:50.660><c> be</c><00:21:51.170><c> taken</c> 3 also for 400 over d shouldn't be taken 3 also for 400 over d shouldn't be taken as<00:21:51.740><c> less</c><00:21:52.070><c> than</c><00:21:52.100><c> 1</c><00:21:52.550><c> and</c><00:21:52.700><c> any</c><00:21:53.510><c> slabs</c><00:21:53.840><c> of</c><00:21:54.170><c> course</c> as less than 1 and any slabs of course as less than 1 and any slabs of course usually<00:21:55.400><c> this</c><00:21:55.790><c> one</c><00:21:55.940><c> will</c><00:21:56.060><c> be</c><00:21:56.180><c> greater</c><00:21:56.390><c> than</c><00:21:56.600><c> 1</c> usually this one will be greater than 1 usually this one will be greater than 1 so<00:21:57.020><c> don't</c><00:21:57.740><c> worry</c><00:21:57.890><c> about</c><00:21:58.040><c> this</c><00:21:58.460><c> part</c><00:21:58.700><c> only</c><00:21:59.030><c> you</c> so don't worry about this part only you so don't worry about this part only you have<00:21:59.480><c> to</c><00:21:59.690><c> check</c><00:21:59.990><c> about</c><00:22:00.290><c> this</c><00:22:00.560><c> one</c><00:22:00.740><c> that</c> have to check about this one that have to check about this one that shouldn't<00:22:01.430><c> be</c><00:22:01.580><c> greater</c><00:22:01.880><c> than</c><00:22:02.090><c> 3</c><00:22:02.900><c> and</c><00:22:03.080><c> you</c> shouldn't be greater than 3 and you shouldn't be greater than 3 and you should<00:22:04.790><c> also</c><00:22:05.030><c> keep</c><00:22:05.300><c> in</c><00:22:05.450><c> mind</c><00:22:05.660><c> that</c><00:22:05.930><c> this</c><00:22:06.470><c> VC</c> should also keep in mind that this VC should also keep in mind that this VC the<00:22:07.580><c> value</c><00:22:07.910><c> of</c><00:22:08.090><c> BC</c><00:22:08.540><c> here</c><00:22:08.870><c> is</c><00:22:09.100><c> calculated</c><00:22:10.100><c> for</c> the value of BC here is calculated for the value of BC here is calculated for concrete<00:22:10.790><c> strength</c><00:22:11.180><c> of</c><00:22:11.890><c> 25</c><00:22:12.890><c> mega</c><00:22:13.220><c> Pascal</c><00:22:13.610><c> or</c> concrete strength of 25 mega Pascal or concrete strength of 25 mega Pascal or less<00:22:13.940><c> so</c><00:22:14.210><c> if</c><00:22:14.450><c> you</c><00:22:14.600><c> have</c><00:22:14.780><c> a</c><00:22:14.810><c> concrete</c><00:22:15.110><c> strength</c> less so if you have a concrete strength less so if you have a concrete strength of<00:22:15.770><c> 30</c><00:22:16.040><c> mega</c><00:22:16.370><c> Pascal</c><00:22:16.790><c> or</c><00:22:17.000><c> 40</c><00:22:17.720><c> mega</c><00:22:17.900><c> Pascal</c><00:22:18.350><c> you</c> of 30 mega Pascal or 40 mega Pascal you of 30 mega Pascal or 40 mega Pascal you have<00:22:19.100><c> to</c><00:22:19.250><c> multiply</c><00:22:19.790><c> the</c><00:22:20.180><c> values</c><00:22:20.720><c> that</c><00:22:20.840><c> you</c><00:22:20.990><c> can</c> have to multiply the values that you can have to multiply the values that you can get<00:22:21.380><c> from</c><00:22:21.560><c> this</c><00:22:21.920><c> table</c><00:22:22.190><c> from</c><00:22:22.700><c> this</c><00:22:22.910><c> equation</c> get from this table from this equation get from this table from this equation by<00:22:24.080><c> this</c><00:22:24.800><c> factor</c><00:22:25.250><c> here</c><00:22:25.520><c> FC</c><00:22:26.030><c> u</c><00:22:26.210><c> divided</c><00:22:26.750><c> by</c><00:22:26.780><c> 25</c> by this factor here FC u divided by 25 by this factor here FC u divided by 25 to<00:22:27.770><c> power</c><00:22:28.040><c> 1</c><00:22:28.310><c> over</c><00:22:28.630><c> 3</c><00:22:29.630><c> so</c><00:22:30.230><c> you</c><00:22:30.290><c> multiply</c><00:22:30.650><c> the</c> to power 1 over 3 so you multiply the to power 1 over 3 so you multiply the values<00:22:31.400><c> that</c><00:22:31.520><c> you</c><00:22:31.670><c> get</c><00:22:31.820><c> from</c><00:22:32.000><c> this</c><00:22:32.150><c> table</c><00:22:32.390><c> or</c> values that you get from this table or values that you get from this table or from<00:22:32.810><c> this</c><00:22:33.050><c> equation</c><00:22:33.620><c> by</c><00:22:34.460><c> Fe</c><00:22:35.120><c> C</c><00:22:35.270><c> u</c><00:22:35.480><c> divided</c><00:22:36.050><c> by</c> from this equation by Fe C u divided by from this equation by Fe C u divided by 25<00:22:36.710><c> to</c><00:22:37.010><c> power</c><00:22:37.190><c> or</c><00:22:37.370><c> 1</c><00:22:37.640><c> over</c><00:22:37.840><c> 3</c><00:22:40.450><c> okay</c><00:22:41.450><c> this</c><00:22:41.690><c> is</c> 25 to power or 1 over 3 okay this is 25 to power or 1 over 3 okay this is about<00:22:42.080><c> the</c><00:22:42.350><c> shear</c><00:22:42.590><c> and</c><00:22:42.620><c> it</c><00:22:43.160><c> will</c><00:22:43.310><c> be</c><00:22:43.460><c> more</c> about the shear and it will be more about the shear and it will be more clear<00:22:43.790><c> when</c><00:22:44.060><c> we</c><00:22:44.210><c> go</c><00:22:44.390><c> and</c><00:22:44.630><c> solve</c><00:22:44.960><c> an</c><00:22:45.200><c> example</c> clear when we go and solve an example clear when we go and solve an example together<00:22:47.080><c> ok</c><00:22:48.080><c> so</c><00:22:48.350><c> we</c><00:22:48.890><c> can</c><00:22:49.040><c> create</c> together ok so we can create together ok so we can create reinforcement<00:22:50.070><c> shift</c><00:22:50.400><c> for</c><00:22:50.640><c> deflection</c> reinforcement shift for deflection reinforcement shift for deflection checked<00:22:51.600><c> for</c><00:22:51.870><c> shear</c><00:22:52.080><c> and</c><00:22:52.260><c> it</c><00:22:52.530><c> is</c><00:22:52.680><c> safe</c><00:22:52.920><c> we</c><00:22:53.550><c> have</c> checked for shear and it is safe we have checked for shear and it is safe we have also<00:22:53.970><c> to</c><00:22:54.150><c> check</c><00:22:54.390><c> for</c><00:22:54.600><c> cracking</c><00:22:55.110><c> we</c><00:22:55.380><c> have</c><00:22:55.590><c> to</c><00:22:55.740><c> be</c> also to check for cracking we have to be also to check for cracking we have to be sure<00:22:56.070><c> that</c><00:22:56.340><c> the</c><00:22:56.550><c> cracking</c><00:22:56.790><c> will</c><00:22:57.090><c> satisfy</c><00:22:57.300><c> the</c> sure that the cracking will satisfy the sure that the cracking will satisfy the serviceability<00:22:58.530><c> requirements</c><00:22:59.420><c> the</c><00:23:00.420><c> BS</c><00:23:00.860><c> code</c> serviceability requirements the BS code serviceability requirements the BS code satisfies<00:23:04.410><c> the</c><00:23:04.680><c> cracking</c><00:23:05.100><c> procedure</c><00:23:05.490><c> by</c> satisfies the cracking procedure by satisfies the cracking procedure by controlling<00:23:06.780><c> the</c><00:23:07.520><c> area</c><00:23:08.520><c> of</c><00:23:08.640><c> the</c><00:23:08.790><c> steel</c> controlling the area of the steel controlling the area of the steel reinforcement<00:23:09.120><c> and</c><00:23:09.900><c> the</c><00:23:10.170><c> spacing</c><00:23:10.590><c> between</c> reinforcement and the spacing between reinforcement and the spacing between the<00:23:11.160><c> steering</c><00:23:11.400><c> forcement</c><00:23:12.090><c> so</c><00:23:12.780><c> it</c><00:23:12.840><c> is</c><00:23:13.110><c> not</c> the steering forcement so it is not the steering forcement so it is not telling<00:23:13.830><c> you</c><00:23:14.190><c> you</c><00:23:14.610><c> have</c><00:23:14.640><c> to</c><00:23:14.940><c> check</c><00:23:15.180><c> the</c><00:23:15.330><c> crack</c> telling you you have to check the crack telling you you have to check the crack widths<00:23:15.870><c> and</c><00:23:16.050><c> you</c><00:23:16.140><c> calculate</c><00:23:16.320><c> the</c><00:23:16.560><c> crack</c><00:23:16.920><c> width</c> widths and you calculate the crack width widths and you calculate the crack width some<00:23:17.910><c> like</c><00:23:19.190><c> difficult</c><00:23:20.190><c> calculations</c><00:23:20.760><c> though</c> some like difficult calculations though some like difficult calculations though what<00:23:21.210><c> is</c><00:23:21.360><c> easier</c><00:23:21.720><c> in</c><00:23:21.930><c> the</c><00:23:22.080><c> BS</c><00:23:22.350><c> code</c><00:23:22.650><c> and</c><00:23:22.920><c> mini</c> what is easier in the BS code and mini what is easier in the BS code and mini codes<00:23:23.730><c> are</c><00:23:23.940><c> using</c><00:23:24.270><c> the</c><00:23:24.390><c> same</c><00:23:24.630><c> method</c><00:23:25.380><c> now</c><00:23:25.590><c> so</c> codes are using the same method now so codes are using the same method now so you<00:23:26.430><c> have</c><00:23:26.850><c> section</c><00:23:27.290><c> 312</c><00:23:28.290><c> 5</c><00:23:28.650><c> 3</c><00:23:29.090><c> it</c><00:23:30.090><c> gives</c><00:23:30.330><c> you</c> you have section 312 5 3 it gives you you have section 312 5 3 it gives you the<00:23:30.660><c> minimum</c><00:23:30.810><c> percentage</c><00:23:31.740><c> of</c><00:23:32.190><c> reinforcement</c> the minimum percentage of reinforcement the minimum percentage of reinforcement so<00:23:33.390><c> your</c><00:23:34.020><c> reinforcement</c><00:23:34.830><c> ratio</c><00:23:35.340><c> should</c><00:23:35.790><c> be</c> so your reinforcement ratio should be so your reinforcement ratio should be greater<00:23:36.420><c> or</c><00:23:36.810><c> equal</c><00:23:37.140><c> to</c><00:23:37.590><c> the</c><00:23:38.160><c> minimum</c> greater or equal to the minimum greater or equal to the minimum reinforcement<00:23:39.570><c> ratio</c><00:23:40.470><c> so</c><00:23:40.770><c> this</c><00:23:41.100><c> table</c><00:23:41.310><c> 325</c><00:23:42.180><c> it</c> reinforcement ratio so this table 325 it reinforcement ratio so this table 325 it will<00:23:43.170><c> give</c><00:23:43.320><c> you</c><00:23:43.440><c> the</c><00:23:43.650><c> minimum</c><00:23:44.370><c> area</c><00:23:44.670><c> of</c><00:23:44.880><c> steel</c> will give you the minimum area of steel will give you the minimum area of steel reinforcement<00:23:45.750><c> for</c><00:23:45.900><c> different</c><00:23:46.230><c> cases</c><00:23:46.440><c> we</c><00:23:47.430><c> are</c> reinforcement for different cases we are reinforcement for different cases we are going<00:23:47.730><c> to</c><00:23:47.850><c> use</c><00:23:47.970><c> this</c><00:23:48.090><c> for</c><00:23:48.330><c> beams</c><00:23:48.720><c> for</c><00:23:48.960><c> slabs</c> going to use this for beams for slabs going to use this for beams for slabs but<00:23:50.010><c> for</c><00:23:50.190><c> the</c><00:23:50.280><c> slabs</c><00:23:50.520><c> here</c><00:23:50.850><c> rectangular</c> but for the slabs here rectangular but for the slabs here rectangular number<00:23:52.140><c> seed</c><00:23:52.380><c> rectangular</c><00:23:53.010><c> section</c><00:23:53.430><c> and</c> number seed rectangular section and number seed rectangular section and solidus<00:23:53.880><c> laps</c><00:23:54.210><c> this</c><00:23:54.990><c> minimum</c><00:23:55.440><c> should</c><00:23:55.620><c> be</c> solidus laps this minimum should be solidus laps this minimum should be equal<00:23:56.610><c> to</c><00:23:56.850><c> this</c><00:23:56.970><c> value</c><00:23:57.210><c> you</c><00:23:57.780><c> have</c><00:23:57.930><c> two</c><00:23:58.080><c> values</c> equal to this value you have two values equal to this value you have two values here<00:23:58.440><c> point</c><00:23:59.190><c> two</c><00:23:59.520><c> four</c><00:23:59.760><c> percent</c><00:24:00.270><c> and</c><00:24:00.590><c> point</c> here point two four percent and point here point two four percent and point thirteen<00:24:02.040><c> percent</c><00:24:02.330><c> depends</c><00:24:03.330><c> on</c><00:24:03.480><c> which</c><00:24:03.750><c> type</c> thirteen percent depends on which type thirteen percent depends on which type of<00:24:04.230><c> steel</c><00:24:04.470><c> you</c><00:24:04.770><c> are</c><00:24:05.010><c> using</c><00:24:05.220><c> if</c><00:24:05.640><c> you</c><00:24:06.090><c> are</c><00:24:06.120><c> using</c> of steel you are using if you are using of steel you are using if you are using high<00:24:07.110><c> yield</c><00:24:07.410><c> steel</c><00:24:08.000><c> 460</c><00:24:09.000><c> mega</c><00:24:09.240><c> Pascal</c><00:24:09.690><c> so</c><00:24:10.140><c> the</c> high yield steel 460 mega Pascal so the high yield steel 460 mega Pascal so the minimum<00:24:10.950><c> reinforcement</c><00:24:11.100><c> ratio</c><00:24:12.000><c> is</c><00:24:12.150><c> point</c><00:24:12.450><c> 13</c> minimum reinforcement ratio is point 13 minimum reinforcement ratio is point 13 percent<00:24:13.410><c> if</c><00:24:13.800><c> you</c><00:24:13.980><c> are</c><00:24:14.100><c> using</c><00:24:14.310><c> mild</c><00:24:15.150><c> steel</c><00:24:15.720><c> this</c> percent if you are using mild steel this percent if you are using mild steel this minimum<00:24:16.770><c> reinforcement</c><00:24:16.950><c> ratio</c><00:24:17.760><c> is</c><00:24:18.890><c> 0.4</c> minimum reinforcement ratio is 0.4 minimum reinforcement ratio is 0.4 percent<00:24:20.840><c> okay</c><00:24:21.840><c> so</c><00:24:21.870><c> you</c><00:24:22.260><c> have</c><00:24:22.650><c> to</c><00:24:22.890><c> control</c><00:24:23.760><c> the</c> percent okay so you have to control the percent okay so you have to control the crack<00:24:24.180><c> widths</c><00:24:24.510><c> by</c><00:24:24.920><c> keeping</c><00:24:25.920><c> your</c> crack widths by keeping your crack widths by keeping your reinforcement<00:24:27.570><c> greater</c><00:24:27.870><c> than</c><00:24:28.290><c> or</c><00:24:28.590><c> equal</c><00:24:28.710><c> to</c> reinforcement greater than or equal to reinforcement greater than or equal to the<00:24:29.580><c> minimum</c><00:24:29.750><c> given</c><00:24:30.750><c> by</c><00:24:30.990><c> the</c><00:24:31.050><c> code</c><00:24:31.470><c> in</c><00:24:31.680><c> table</c> the minimum given by the code in table the minimum given by the code in table 325<00:24:33.560><c> how</c><00:24:34.560><c> about</c><00:24:34.800><c> the</c><00:24:35.040><c> spacing</c><00:24:35.520><c> also</c><00:24:35.880><c> again</c><00:24:36.450><c> you</c> 325 how about the spacing also again you 325 how about the spacing also again you have<00:24:36.900><c> to</c><00:24:37.080><c> check</c><00:24:37.320><c> about</c><00:24:37.530><c> the</c><00:24:37.590><c> spacing</c><00:24:38.780><c> and</c><00:24:39.780><c> this</c> have to check about the spacing and this have to check about the spacing and this Scrolls<00:24:40.440><c> three</c><00:24:40.860><c> twelve</c><00:24:41.190><c> eleven</c><00:24:41.940><c> to</c><00:24:42.240><c> seven</c> Scrolls three twelve eleven to seven Scrolls three twelve eleven to seven about<00:24:43.200><c> slabs</c><00:24:43.650><c> it</c><00:24:44.220><c> says</c><00:24:44.520><c> in</c><00:24:44.820><c> no</c><00:24:45.060><c> case</c><00:24:45.330><c> should</c> about slabs it says in no case should about slabs it says in no case should the<00:24:46.170><c> clear</c><00:24:46.590><c> spacing</c><00:24:47.100><c> between</c><00:24:47.280><c> bars</c><00:24:47.790><c> exceeds</c> the clear spacing between bars exceeds the clear spacing between bars exceeds the<00:24:48.480><c> lesser</c><00:24:48.720><c> of</c><00:24:48.930><c> three</c><00:24:49.170><c> times</c><00:24:49.470><c> effective</c> the lesser of three times effective the lesser of three times effective depth<00:24:50.340><c> or</c><00:24:51.080><c> 750</c><00:24:52.080><c> millimeter</c><00:24:52.710><c> so</c><00:24:53.550><c> the</c><00:24:54.030><c> maximum</c> depth or 750 millimeter so the maximum depth or 750 millimeter so the maximum spacing<00:24:55.370><c> allowed</c><00:24:56.370><c> by</c><00:24:57.000><c> the</c><00:24:57.060><c> code</c><00:24:57.450><c> is</c><00:24:57.690><c> 3</c><00:24:58.350><c> times</c> spacing allowed by the code is 3 times spacing allowed by the code is 3 times the<00:24:59.010><c> effective</c><00:24:59.610><c> depth</c><00:25:00.120><c> so</c><00:25:00.420><c> it's</c><00:25:00.600><c> three</c><00:25:00.900><c> times</c> the effective depth so it's three times the effective depth so it's three times D<00:25:01.470><c> or</c><00:25:01.850><c> 703</c> D or 703 D or 703 in<00:25:03.120><c> millimeter</c><00:25:03.480><c> when</c><00:25:04.170><c> you</c><00:25:04.290><c> choose</c><00:25:04.560><c> the</c> in millimeter when you choose the in millimeter when you choose the spacing<00:25:05.100><c> between</c><00:25:05.250><c> your</c><00:25:05.460><c> reinforcement</c> spacing between your reinforcement spacing between your reinforcement should<00:25:06.300><c> be</c><00:25:06.570><c> sure</c><00:25:06.780><c> that</c><00:25:07.080><c> it</c><00:25:07.350><c> will</c><00:25:07.530><c> be</c><00:25:07.590><c> less</c><00:25:07.920><c> than</c> should be sure that it will be less than should be sure that it will be less than 3d<00:25:08.670><c> and</c><00:25:08.940><c> also</c><00:25:09.570><c> less</c><00:25:09.750><c> than</c><00:25:10.640><c> 750</c><00:25:11.640><c> millimeter</c><00:25:12.540><c> so</c> 3d and also less than 750 millimeter so 3d and also less than 750 millimeter so if<00:25:13.260><c> you</c><00:25:13.350><c> are</c><00:25:13.470><c> satisfying</c><00:25:13.980><c> the</c><00:25:14.820><c> minimum</c><00:25:15.450><c> area</c> if you are satisfying the minimum area if you are satisfying the minimum area with<00:25:15.900><c> steel</c><00:25:16.080><c> reinforcement</c><00:25:16.800><c> and</c><00:25:17.070><c> the</c><00:25:17.580><c> spacing</c> with steel reinforcement and the spacing with steel reinforcement and the spacing between<00:25:18.150><c> the</c><00:25:18.450><c> reinforcement</c><00:25:18.510><c> you</c><00:25:19.470><c> will</c><00:25:19.620><c> be</c> between the reinforcement you will be between the reinforcement you will be sure<00:25:20.010><c> that</c><00:25:20.250><c> your</c><00:25:20.820><c> cracks</c><00:25:21.240><c> will</c><00:25:21.690><c> not</c><00:25:21.900><c> exceed</c> sure that your cracks will not exceed sure that your cracks will not exceed the<00:25:24.870><c> crack</c><00:25:25.140><c> widths</c><00:25:25.440><c> allowed</c><00:25:25.770><c> by</c><00:25:26.070><c> the</c><00:25:26.490><c> code</c><00:25:26.730><c> and</c> the crack widths allowed by the code and the crack widths allowed by the code and it<00:25:27.450><c> will</c><00:25:27.480><c> you</c><00:25:27.990><c> have</c><00:25:28.230><c> no</c><00:25:28.380><c> problem</c><00:25:28.740><c> in</c><00:25:28.950><c> this</c> it will you have no problem in this it will you have no problem in this cracking<00:25:30.440><c> after</c><00:25:31.440><c> you</c><00:25:31.560><c> finished</c><00:25:31.920><c> all</c><00:25:32.850><c> of</c><00:25:33.180><c> this</c> cracking after you finished all of this cracking after you finished all of this three<00:25:33.630><c> you</c><00:25:33.810><c> finished</c><00:25:34.140><c> all</c><00:25:34.350><c> the</c><00:25:34.560><c> design</c><00:25:34.920><c> but</c> three you finished all the design but three you finished all the design but you<00:25:35.460><c> have</c><00:25:35.670><c> to</c><00:25:35.880><c> show</c><00:25:36.060><c> your</c><00:25:36.240><c> design</c><00:25:36.600><c> by</c><00:25:36.840><c> drawing</c> you have to show your design by drawing you have to show your design by drawing and<00:25:37.500><c> detailing</c><00:25:38.310><c> of</c><00:25:38.550><c> the</c><00:25:38.760><c> straps</c><00:25:40.100><c> as</c><00:25:41.100><c> you</c><00:25:41.340><c> know</c> and detailing of the straps as you know and detailing of the straps as you know as<00:25:41.580><c> in</c><00:25:41.760><c> an</c><00:25:42.120><c> engineer</c><00:25:42.570><c> the</c><00:25:43.290><c> drawing</c><00:25:43.880><c> is</c><00:25:44.880><c> the</c> as in an engineer the drawing is the as in an engineer the drawing is the only<00:25:46.200><c> way</c><00:25:46.410><c> to</c><00:25:46.890><c> communicate</c><00:25:47.130><c> between</c> only way to communicate between only way to communicate between engineers<00:25:48.390><c> so</c><00:25:48.960><c> the</c><00:25:49.860><c> engineer</c><00:25:50.550><c> in</c><00:25:50.700><c> society</c> engineers so the engineer in society engineers so the engineer in society would<00:25:51.480><c> have</c><00:25:51.510><c> a</c><00:25:51.630><c> drawing</c><00:25:52.140><c> this</c><00:25:52.320><c> drawing</c><00:25:52.560><c> should</c> would have a drawing this drawing should would have a drawing this drawing should have<00:25:53.520><c> all</c><00:25:53.820><c> details</c><00:25:54.360><c> so</c><00:25:54.900><c> you</c><00:25:54.930><c> can</c><00:25:55.200><c> use</c><00:25:55.350><c> this</c> have all details so you can use this have all details so you can use this drool<00:25:55.770><c> to</c><00:25:56.010><c> build</c><00:25:56.190><c> the</c><00:25:56.370><c> structure</c><00:25:56.870><c> easily</c><00:25:57.870><c> with</c> drool to build the structure easily with drool to build the structure easily with all<00:25:58.440><c> information</c><00:25:59.130><c> given</c><00:25:59.430><c> on</c><00:25:59.580><c> that</c><00:26:00.270><c> drawing</c><00:26:00.870><c> so</c> all information given on that drawing so all information given on that drawing so for<00:26:02.520><c> detailing</c><00:26:02.880><c> we</c><00:26:03.150><c> can</c><00:26:03.360><c> see</c><00:26:03.540><c> here</c><00:26:03.750><c> figure</c><00:26:04.310><c> 325</c> for detailing we can see here figure 325 for detailing we can see here figure 325 in<00:26:05.610><c> the</c><00:26:05.850><c> code</c><00:26:06.780><c> just</c><00:26:07.740><c> showing</c><00:26:08.280><c> where</c><00:26:08.580><c> to</c><00:26:08.790><c> cut</c> in the code just showing where to cut in the code just showing where to cut the<00:26:09.180><c> steel</c><00:26:09.390><c> reinforcement</c><00:26:10.200><c> to</c><00:26:10.620><c> be</c><00:26:10.740><c> steer</c> the steel reinforcement to be steer the steel reinforcement to be steer important<00:26:11.580><c> and</c><00:26:11.760><c> bottom</c><00:26:12.030><c> steel</c><00:26:12.300><c> reinforcement</c> important and bottom steel reinforcement important and bottom steel reinforcement maybe<00:26:13.500><c> it</c><00:26:13.710><c> is</c><00:26:13.830><c> this</c><00:26:14.220><c> one</c><00:26:14.460><c> is</c><00:26:14.580><c> not</c><00:26:14.760><c> clear</c><00:26:15.060><c> but</c> maybe it is this one is not clear but maybe it is this one is not clear but it's<00:26:15.660><c> just</c><00:26:16.020><c> to</c><00:26:16.260><c> show</c><00:26:16.290><c> you</c><00:26:16.500><c> here</c><00:26:17.430><c> a</c><00:26:17.580><c> second</c><00:26:18.060><c> one</c> it's just to show you here a second one it's just to show you here a second one here<00:26:18.600><c> for</c><00:26:19.020><c> the</c><00:26:19.500><c> bottom</c><00:26:19.770><c> steel</c><00:26:20.040><c> reinforcement</c> here for the bottom steel reinforcement here for the bottom steel reinforcement in<00:26:20.820><c> case</c><00:26:21.060><c> and</c><00:26:21.330><c> to</c><00:26:21.480><c> be</c><00:26:21.540><c> steel</c><00:26:21.780><c> in</c><00:26:21.960><c> case</c><00:26:22.170><c> of</c> in case and to be steel in case of in case and to be steel in case of continuous<00:26:23.070><c> slabs</c><00:26:23.670><c> can</c><00:26:23.940><c> and</c><00:26:24.150><c> continue</c><00:26:24.390><c> verse</c> continuous slabs can and continue verse continuous slabs can and continue verse but<00:26:25.740><c> I</c><00:26:26.010><c> will</c><00:26:26.340><c> give</c><00:26:26.490><c> you</c><00:26:26.610><c> this</c><00:26:27.360><c> drawing</c><00:26:27.990><c> here</c><00:26:28.230><c> it</c> but I will give you this drawing here it but I will give you this drawing here it makes<00:26:28.650><c> more</c><00:26:28.980><c> clear</c><00:26:29.310><c> in</c><00:26:29.700><c> a</c><00:26:30.510><c> case</c><00:26:30.780><c> of</c><00:26:31.050><c> assembly</c> makes more clear in a case of assembly makes more clear in a case of assembly supported<00:26:32.250><c> a</c><00:26:33.050><c> slab</c><00:26:34.050><c> one</c><00:26:35.040><c> is</c><00:26:35.190><c> van</c><00:26:35.430><c> here</c><00:26:35.820><c> the</c> supported a slab one is van here the supported a slab one is van here the codes<00:26:36.870><c> it</c><00:26:37.500><c> fills</c><00:26:37.860><c> you</c><00:26:38.040><c> at</c><00:26:38.250><c> the</c><00:26:38.460><c> middle</c><00:26:38.790><c> of</c><00:26:39.000><c> the</c> codes it fills you at the middle of the codes it fills you at the middle of the slab<00:26:39.510><c> I</c><00:26:39.660><c> need</c><00:26:39.900><c> hundred</c><00:26:40.260><c> percent</c><00:26:40.650><c> off</c><00:26:40.800><c> very</c> slab I need hundred percent off very slab I need hundred percent off very important<00:26:41.370><c> because</c><00:26:41.490><c> you</c><00:26:41.760><c> know</c><00:26:41.850><c> at</c><00:26:42.030><c> the</c><00:26:42.150><c> middle</c> important because you know at the middle important because you know at the middle of<00:26:42.480><c> the</c><00:26:42.690><c> slab</c><00:26:43.350><c> you</c><00:26:43.560><c> have</c><00:26:43.740><c> a</c><00:26:43.770><c> maximum</c><00:26:44.190><c> positive</c> of the slab you have a maximum positive of the slab you have a maximum positive moment<00:26:44.910><c> so</c><00:26:45.180><c> you</c><00:26:45.240><c> need</c><00:26:45.570><c> more</c><00:26:46.410><c> reinforcement</c> moment so you need more reinforcement moment so you need more reinforcement but<00:26:47.730><c> close</c><00:26:48.360><c> to</c><00:26:48.600><c> the</c><00:26:48.720><c> edge</c><00:26:49.220><c> the</c><00:26:50.220><c> moment</c><00:26:50.670><c> will</c><00:26:50.880><c> be</c> but close to the edge the moment will be but close to the edge the moment will be less<00:26:51.210><c> so</c><00:26:51.720><c> you</c><00:26:51.750><c> don't</c><00:26:52.020><c> need</c><00:26:52.200><c> to</c><00:26:52.410><c> use</c><00:26:52.560><c> all</c><00:26:52.830><c> the</c> less so you don't need to use all the less so you don't need to use all the reinforcements<00:26:53.640><c> that</c><00:26:53.700><c> you</c><00:26:53.850><c> have</c><00:26:54.000><c> it</c><00:26:54.120><c> here</c><00:26:54.300><c> so</c> reinforcements that you have it here so reinforcements that you have it here so what<00:26:54.660><c> this</c><00:26:55.620><c> drawing</c><00:26:55.950><c> tells</c><00:26:56.340><c> us</c><00:26:56.580><c> it</c><00:26:56.910><c> tells</c><00:26:57.150><c> us</c> what this drawing tells us it tells us what this drawing tells us it tells us that<00:26:57.660><c> the</c><00:26:58.470><c> code</c><00:26:59.030><c> like</c><00:27:00.030><c> asking</c><00:27:00.570><c> you</c><00:27:00.780><c> or</c><00:27:01.640><c> pin</c><00:27:02.640><c> you</c> that the code like asking you or pin you that the code like asking you or pin you to<00:27:02.820><c> you</c><00:27:03.450><c> should</c><00:27:03.720><c> use</c><00:27:03.990><c> at</c><00:27:04.230><c> least</c><00:27:04.410><c> forty</c><00:27:05.010><c> percent</c> to you should use at least forty percent to you should use at least forty percent of<00:27:05.670><c> the</c><00:27:05.910><c> steel</c><00:27:06.150><c> reinforcement</c><00:27:06.290><c> extent</c><00:27:07.290><c> from</c> of the steel reinforcement extent from of the steel reinforcement extent from the<00:27:07.620><c> beginning</c><00:27:08.160><c> to</c><00:27:08.340><c> the</c><00:27:08.370><c> end</c><00:27:08.490><c> and</c><00:27:09.650><c> 60</c><00:27:10.650><c> is</c><00:27:10.740><c> the</c> the beginning to the end and 60 is the the beginning to the end and 60 is the remaining<00:27:11.220><c> 60</c><00:27:11.610><c> percent</c><00:27:12.030><c> you</c><00:27:12.210><c> can</c><00:27:12.420><c> cut</c><00:27:12.660><c> them</c> remaining 60 percent you can cut them remaining 60 percent you can cut them shorter<00:27:14.220><c> and</c> shorter and shorter and this<00:27:15.620><c> will</c><00:27:15.799><c> give</c><00:27:15.950><c> you</c><00:27:16.100><c> the</c><00:27:17.030><c> lens</c><00:27:17.450><c> here</c><00:27:17.809><c> from</c> this will give you the lens here from this will give you the lens here from this<00:27:18.260><c> point</c><00:27:18.559><c> to</c><00:27:18.799><c> that</c><00:27:18.950><c> point</c><00:27:19.010><c> this</c><00:27:19.610><c> distance</c> this point to that point this distance this point to that point this distance here<00:27:20.480><c> similar</c><00:27:21.140><c> to</c><00:27:21.320><c> this</c><00:27:21.440><c> case</c><00:27:21.679><c> is</c><00:27:21.950><c> this</c><00:27:22.070><c> point</c> here similar to this case is this point here similar to this case is this point 1l<00:27:23.330><c> about</c><00:27:23.720><c> the</c><00:27:24.350><c> stand</c><00:27:24.679><c> divided</c><00:27:25.070><c> by</c><00:27:25.370><c> 10</c><00:27:26.030><c> so</c><00:27:26.990><c> in</c><00:27:27.289><c> a</c> 1l about the stand divided by 10 so in a 1l about the stand divided by 10 so in a case<00:27:27.530><c> of</c><00:27:27.679><c> simply</c><00:27:28.039><c> supports</c><00:27:28.549><c> it</c><00:27:29.270><c> tells</c><00:27:29.539><c> you</c><00:27:29.720><c> 40%</c> case of simply supports it tells you 40% case of simply supports it tells you 40% will<00:27:30.799><c> continue</c><00:27:31.250><c> from</c><00:27:31.490><c> the</c><00:27:31.669><c> support</c><00:27:32.120><c> to</c> will continue from the support to will continue from the support to support<00:27:32.390><c> the</c><00:27:32.960><c> remaining</c><00:27:33.590><c> 60%</c><00:27:34.039><c> you</c><00:27:35.000><c> can</c><00:27:35.210><c> cut</c> support the remaining 60% you can cut support the remaining 60% you can cut them<00:27:35.630><c> so</c><00:27:35.809><c> if</c><00:27:35.960><c> you</c><00:27:36.080><c> have</c><00:27:36.230><c> let's</c><00:27:36.380><c> say</c><00:27:36.470><c> you</c><00:27:36.620><c> have</c> them so if you have let's say you have them so if you have let's say you have thin<00:27:38.059><c> bars</c><00:27:38.690><c> per</c><00:27:39.049><c> meter</c><00:27:39.320><c> so</c><00:27:39.740><c> you</c><00:27:40.010><c> can</c><00:27:40.340><c> make</c><00:27:40.789><c> four</c> thin bars per meter so you can make four thin bars per meter so you can make four bars<00:27:41.390><c> long</c><00:27:41.720><c> and</c><00:27:42.080><c> four</c><00:27:42.710><c> bars</c><00:27:43.039><c> shorter</c><00:27:43.669><c> usually</c> bars long and four bars shorter usually bars long and four bars shorter usually we<00:27:44.480><c> take</c><00:27:44.659><c> 50</c><00:27:44.840><c> 50</c><00:27:45.380><c> 50</c><00:27:45.530><c> percent</c><00:27:46.100><c> longer</c><00:27:46.340><c> 50</c> we take 50 50 50 percent longer 50 we take 50 50 50 percent longer 50 percent<00:27:47.270><c> shorter</c><00:27:48.200><c> in</c><00:27:48.830><c> a</c><00:27:48.980><c> case</c><00:27:49.159><c> of</c><00:27:49.750><c> continuous</c> percent shorter in a case of continuous percent shorter in a case of continuous as<00:27:51.260><c> you</c><00:27:51.950><c> know</c><00:27:52.100><c> for</c><00:27:52.280><c> continuous</c><00:27:52.820><c> you</c><00:27:53.000><c> have</c><00:27:53.150><c> some</c> as you know for continuous you have some as you know for continuous you have some positive<00:27:53.929><c> moment</c><00:27:54.289><c> at</c><00:27:54.850><c> the</c><00:27:55.850><c> middle</c><00:27:56.150><c> of</c><00:27:56.390><c> the</c> positive moment at the middle of the positive moment at the middle of the spans<00:27:57.169><c> or</c><00:27:57.409><c> close</c><00:27:57.650><c> to</c><00:27:57.799><c> the</c><00:27:57.950><c> middle</c><00:27:58.130><c> and</c><00:27:58.340><c> add</c><00:27:58.640><c> the</c> spans or close to the middle and add the spans or close to the middle and add the supports<00:27:59.360><c> above</c><00:27:59.690><c> the</c><00:27:59.900><c> beam</c><00:28:00.049><c> you</c><00:28:00.200><c> will</c><00:28:00.230><c> have</c> supports above the beam you will have supports above the beam you will have negative<00:28:00.770><c> so</c><00:28:01.190><c> in</c><00:28:01.309><c> this</c><00:28:01.490><c> case</c><00:28:01.760><c> it</c><00:28:02.299><c> will</c> negative so in this case it will negative so in this case it will requires<00:28:02.960><c> both</c><00:28:03.350><c> on</c><00:28:03.470><c> the</c><00:28:03.559><c> steel</c><00:28:03.770><c> reinforcement</c> requires both on the steel reinforcement requires both on the steel reinforcement and<00:28:04.490><c> double</c><00:28:04.730><c> steel</c><00:28:04.940><c> reinforcement</c><00:28:05.510><c> for</c><00:28:05.990><c> the</c> and double steel reinforcement for the and double steel reinforcement for the bottom<00:28:06.320><c> is</c><00:28:06.409><c> still</c><00:28:06.590><c> again</c><00:28:06.890><c> forty</c><00:28:07.370><c> percent</c><00:28:07.549><c> will</c> bottom is still again forty percent will bottom is still again forty percent will continue<00:28:08.450><c> and</c><00:28:08.630><c> you</c><00:28:09.500><c> can</c><00:28:09.679><c> cut</c><00:28:09.890><c> 60</c><00:28:10.309><c> percent</c><00:28:10.730><c> for</c> continue and you can cut 60 percent for continue and you can cut 60 percent for this<00:28:11.210><c> 60</c><00:28:11.929><c> percent</c><00:28:12.350><c> from</c><00:28:13.070><c> the</c><00:28:13.220><c> first</c><00:28:13.490><c> support</c> this 60 percent from the first support this 60 percent from the first support it<00:28:13.970><c> will</c><00:28:14.030><c> be</c><00:28:14.330><c> L</c><00:28:14.690><c> over</c><00:28:15.230><c> 10</c><00:28:15.470><c> and</c><00:28:15.650><c> from</c><00:28:16.640><c> the</c><00:28:17.440><c> middle</c> it will be L over 10 and from the middle it will be L over 10 and from the middle support<00:28:18.950><c> or</c><00:28:19.159><c> interior</c><00:28:19.580><c> support</c><00:28:20.059><c> that</c><00:28:20.210><c> will</c><00:28:20.360><c> be</c> support or interior support that will be support or interior support that will be about<00:28:21.640><c> 2.2</c><00:28:22.640><c> l</c><00:28:22.820><c> or</c><00:28:23.090><c> the</c><00:28:23.450><c> span</c><00:28:23.690><c> over</c><00:28:23.900><c> five</c><00:28:24.740><c> from</c> about 2.2 l or the span over five from about 2.2 l or the span over five from the<00:28:25.220><c> centerline</c><00:28:25.549><c> of</c><00:28:25.909><c> the</c><00:28:25.970><c> support</c><00:28:26.450><c> how</c><00:28:26.659><c> about</c> the centerline of the support how about the centerline of the support how about top<00:28:27.140><c> steel</c><00:28:27.590><c> reinforcement</c><00:28:28.250><c> Dobie</c><00:28:29.000><c> steel</c> top steel reinforcement Dobie steel top steel reinforcement Dobie steel reinforced<00:28:29.570><c> it</c><00:28:29.690><c> tells</c><00:28:29.929><c> you</c><00:28:30.110><c> like</c><00:28:30.320><c> 50</c><00:28:30.679><c> percent</c> reinforced it tells you like 50 percent reinforced it tells you like 50 percent should<00:28:31.280><c> extend</c><00:28:31.730><c> from</c><00:28:32.059><c> the</c><00:28:32.150><c> edge</c><00:28:32.570><c> of</c><00:28:33.080><c> the</c><00:28:33.289><c> beam</c> should extend from the edge of the beam should extend from the edge of the beam not<00:28:33.740><c> from</c><00:28:33.919><c> the</c><00:28:34.039><c> centerline</c><00:28:34.370><c> as</c><00:28:34.789><c> in</c><00:28:34.970><c> the</c><00:28:35.059><c> case</c> not from the centerline as in the case not from the centerline as in the case of<00:28:35.270><c> bottom</c><00:28:35.630><c> reinforcement</c><00:28:36.200><c> no</c><00:28:36.620><c> from</c><00:28:36.890><c> the</c><00:28:37.039><c> edge</c> of bottom reinforcement no from the edge of bottom reinforcement no from the edge of<00:28:37.429><c> the</c><00:28:37.640><c> beam</c><00:28:37.789><c> it</c><00:28:38.059><c> extends</c><00:28:38.840><c> to</c><00:28:38.900><c> point</c><00:28:39.530><c> III</c><00:28:39.919><c> span</c> of the beam it extends to point III span of the beam it extends to point III span 30%<00:28:41.600><c> of</c><00:28:41.809><c> the</c><00:28:41.990><c> span</c><00:28:42.260><c> which</c><00:28:42.740><c> is</c><00:28:43.010><c> this</c><00:28:43.190><c> is</c><00:28:43.309><c> the</c> 30% of the span which is this is the 30% of the span which is this is the span<00:28:43.669><c> from</c><00:28:43.850><c> centerline</c><00:28:44.390><c> to</c><00:28:44.480><c> centerline</c><00:28:44.570><c> so</c> span from centerline to centerline so span from centerline to centerline so the<00:28:45.710><c> top</c><00:28:45.860><c> reinforcement</c><00:28:46.150><c> 50%</c><00:28:47.150><c> at</c><00:28:47.360><c> least</c> the top reinforcement 50% at least the top reinforcement 50% at least should<00:28:47.990><c> extend</c><00:28:48.409><c> to</c><00:28:48.880><c> 30%</c><00:28:49.880><c> another</c><00:28:51.909><c> 50%</c><00:28:52.909><c> of</c><00:28:53.390><c> the</c> should extend to 30% another 50% of the should extend to 30% another 50% of the reinforcement<00:28:53.960><c> should</c><00:28:54.559><c> extend</c><00:28:54.950><c> at</c><00:28:55.190><c> least</c> reinforcement should extend at least reinforcement should extend at least point<00:28:56.210><c> 15</c><00:28:56.539><c> percent</c><00:28:56.960><c> of</c><00:28:57.169><c> the</c><00:28:57.350><c> L</c><00:28:57.590><c> and</c><00:28:57.890><c> should</c><00:28:58.610><c> be</c> point 15 percent of the L and should be point 15 percent of the L and should be also<00:28:59.059><c> greater</c><00:28:59.990><c> than</c><00:29:00.289><c> 40</c><00:29:00.710><c> times</c><00:29:00.890><c> per</c><00:29:01.220><c> diameter</c> also greater than 40 times per diameter also greater than 40 times per diameter at<00:29:02.090><c> the</c><00:29:02.929><c> end</c><00:29:03.289><c> support</c><00:29:04.039><c> here</c><00:29:04.400><c> because</c><00:29:04.760><c> there</c> at the end support here because there at the end support here because there are<00:29:05.090><c> some</c><00:29:05.350><c> fixation</c><00:29:06.350><c> or</c><00:29:06.559><c> some</c><00:29:06.980><c> continuity</c> are some fixation or some continuity are some fixation or some continuity between<00:29:08.390><c> the</c><00:29:08.659><c> slab</c><00:29:09.110><c> and</c><00:29:09.440><c> the</c><00:29:10.340><c> last</c><00:29:10.700><c> beam</c><00:29:10.970><c> here</c> between the slab and the last beam here between the slab and the last beam here so<00:29:11.480><c> it</c><00:29:11.630><c> will</c><00:29:11.809><c> result</c><00:29:12.049><c> in</c><00:29:12.320><c> some</c><00:29:12.669><c> smaller</c><00:29:13.669><c> amount</c> so it will result in some smaller amount so it will result in some smaller amount of<00:29:14.360><c> bending</c><00:29:14.750><c> moments</c><00:29:15.080><c> here</c><00:29:15.230><c> negative</c><00:29:15.650><c> bending</c> of bending moments here negative bending of bending moments here negative bending moment<00:29:15.980><c> so</c><00:29:16.309><c> you</c><00:29:16.400><c> should</c><00:29:16.580><c> have</c><00:29:16.760><c> also</c><00:29:17.090><c> some</c> moment so you should have also some moment so you should have also some reinforcement<00:29:17.960><c> usually</c><00:29:18.740><c> this</c><00:29:18.860><c> reinforcement</c> reinforcement usually this reinforcement reinforcement usually this reinforcement will<00:29:19.610><c> be</c><00:29:19.760><c> taken</c><00:29:20.090><c> as</c><00:29:20.270><c> 50</c><00:29:20.960><c> percent</c><00:29:21.770><c> of</c><00:29:21.980><c> the</c><00:29:22.700><c> main</c> will be taken as 50 percent of the main will be taken as 50 percent of the main reinforcement<00:29:23.570><c> if</c><00:29:24.230><c> you</c><00:29:24.409><c> have</c><00:29:24.590><c> here</c><00:29:24.860><c> let's</c><00:29:25.100><c> say</c> reinforcement if you have here let's say reinforcement if you have here let's say 10<00:29:25.700><c> bars</c><00:29:25.970><c> per</c><00:29:26.210><c> meter</c><00:29:26.450><c> you</c><00:29:27.140><c> have</c><00:29:27.169><c> to</c><00:29:27.470><c> take</c><00:29:27.620><c> here</c> 10 bars per meter you have to take here 10 bars per meter you have to take here at<00:29:27.980><c> least</c><00:29:28.190><c> 5</c><00:29:28.700><c> parts</c><00:29:29.240><c> per</c> at least 5 parts per at least 5 parts per meter<00:29:29.650><c> and</c><00:29:29.980><c> it</c><00:29:30.789><c> should</c><00:29:30.940><c> be</c><00:29:31.090><c> greater</c><00:29:31.330><c> than</c><00:29:31.419><c> the</c> meter and it should be greater than the meter and it should be greater than the minimum<00:29:32.169><c> allowed</c><00:29:32.740><c> by</c><00:29:32.980><c> the</c><00:29:33.039><c> code</c><00:29:33.370><c> which</c><00:29:33.640><c> is</c><00:29:33.669><c> 0.7</c> minimum allowed by the code which is 0.7 minimum allowed by the code which is 0.7 percent<00:29:34.929><c> of</c><00:29:35.230><c> the</c><00:29:35.440><c> area</c><00:29:36.010><c> of</c><00:29:36.250><c> the</c><00:29:36.370><c> country</c><00:29:36.730><c> again</c> percent of the area of the country again percent of the area of the country again the<00:29:38.260><c> distance</c><00:29:38.890><c> here</c><00:29:39.309><c> will</c><00:29:39.520><c> be</c><00:29:39.700><c> equal</c><00:29:40.150><c> to</c><00:29:40.179><c> C</c> the distance here will be equal to C the distance here will be equal to C point<00:29:41.350><c> 15</c><00:29:42.539><c> or</c><00:29:43.539><c> 15</c><00:29:43.960><c> percent</c><00:29:44.110><c> of</c><00:29:44.470><c> the</c><00:29:44.620><c> span</c><00:29:45.549><c> and</c> point 15 or 15 percent of the span and point 15 or 15 percent of the span and not<00:29:46.630><c> less</c><00:29:46.929><c> than</c><00:29:47.260><c> 45</c><00:29:48.159><c> times</c><00:29:48.520><c> a</c><00:29:48.730><c> bar</c><00:29:48.909><c> diameter</c> not less than 45 times a bar diameter not less than 45 times a bar diameter here<00:29:50.440><c> about</c><00:29:51.809><c> the</c><00:29:52.809><c> Anchorage</c><00:29:53.260><c> or</c><00:29:53.470><c> how</c><00:29:53.650><c> to</c> here about the Anchorage or how to here about the Anchorage or how to extend<00:29:54.190><c> this</c><00:29:54.640><c> bottom</c><00:29:55.030><c> reinforcement</c><00:29:55.750><c> here</c> extend this bottom reinforcement here extend this bottom reinforcement here you<00:29:56.200><c> just</c><00:29:56.770><c> stop</c><00:29:57.190><c> it</c><00:29:57.309><c> add</c><00:29:57.460><c> the</c><00:29:57.520><c> support</c><00:29:57.970><c> at</c><00:29:58.750><c> the</c> you just stop it add the support at the you just stop it add the support at the center<00:29:59.289><c> line</c><00:29:59.470><c> or</c><00:29:59.799><c> you</c><00:30:00.159><c> extend</c><00:30:00.610><c> so</c><00:30:01.120><c> is</c><00:30:01.240><c> a</c><00:30:01.330><c> code</c> center line or you extend so is a code center line or you extend so is a code is<00:30:01.630><c> saying</c><00:30:02.049><c> no</c><00:30:02.500><c> this</c><00:30:02.710><c> one</c><00:30:02.950><c> should</c><00:30:03.130><c> be</c><00:30:03.280><c> extended</c> is saying no this one should be extended is saying no this one should be extended if<00:30:04.390><c> the</c><00:30:04.809><c> V</c><00:30:04.990><c> is</c><00:30:05.230><c> less</c><00:30:05.500><c> than</c><00:30:05.740><c> 0.5</c><00:30:06.190><c> VC</c><00:30:06.820><c> this</c><00:30:07.120><c> is</c> if the V is less than 0.5 VC this is if the V is less than 0.5 VC this is about<00:30:07.570><c> the</c><00:30:07.780><c> shear</c><00:30:07.990><c> the</c><00:30:08.710><c> shear</c><00:30:09.100><c> stress</c><00:30:09.549><c> on</c><00:30:09.880><c> the</c> about the shear the shear stress on the about the shear the shear stress on the slab<00:30:10.450><c> less</c><00:30:10.840><c> than</c><00:30:11.260><c> 50%</c><00:30:12.190><c> of</c><00:30:12.850><c> the</c><00:30:13.030><c> shield</c><00:30:13.270><c> carried</c> slab less than 50% of the shield carried slab less than 50% of the shield carried by<00:30:13.720><c> the</c><00:30:13.780><c> concrete</c><00:30:14.460><c> this</c><00:30:15.460><c> distance</c><00:30:16.150><c> should</c><00:30:16.390><c> be</c> by the concrete this distance should be by the concrete this distance should be greater<00:30:17.169><c> of</c><00:30:17.500><c> BS</c><00:30:18.400><c> over</c><00:30:18.850><c> 3</c><00:30:19.120><c> or</c><00:30:19.299><c> 30</c><00:30:19.659><c> millimeter</c> greater of BS over 3 or 30 millimeter greater of BS over 3 or 30 millimeter what<00:30:20.289><c> is</c><00:30:20.440><c> this</c><00:30:20.590><c> vs</c><00:30:20.980><c> is</c><00:30:21.250><c> the</c><00:30:21.940><c> thickness</c><00:30:22.539><c> of</c><00:30:22.780><c> the</c> what is this vs is the thickness of the what is this vs is the thickness of the support<00:30:23.320><c> the</c><00:30:23.950><c> width</c><00:30:24.130><c> of</c><00:30:24.340><c> the</c><00:30:24.549><c> beam</c><00:30:24.700><c> here</c><00:30:24.970><c> this</c> support the width of the beam here this support the width of the beam here this is<00:30:25.299><c> BS</c><00:30:25.659><c> so</c><00:30:26.380><c> you</c><00:30:26.440><c> divide</c><00:30:26.830><c> this</c><00:30:27.100><c> by</c><00:30:27.159><c> 3</c><00:30:27.610><c> and</c><00:30:27.909><c> this</c> is BS so you divide this by 3 and this is BS so you divide this by 3 and this will<00:30:29.020><c> be</c><00:30:29.200><c> the</c><00:30:29.409><c> extension</c><00:30:30.130><c> here</c><00:30:30.580><c> from</c><00:30:31.360><c> the</c> will be the extension here from the will be the extension here from the center<00:30:31.690><c> line</c><00:30:31.900><c> it</c><00:30:32.710><c> will</c><00:30:32.860><c> extend</c><00:30:33.280><c> to</c><00:30:33.669><c> the</c> center line it will extend to the center line it will extend to the greater<00:30:34.330><c> of</c><00:30:34.419><c> these</c><00:30:34.870><c> two</c><00:30:35.620><c> values</c><00:30:35.799><c> okay</c> greater of these two values okay greater of these two values okay this<00:30:37.210><c> is</c><00:30:37.360><c> about</c><00:30:37.600><c> detailing</c><00:30:38.080><c> of</c><00:30:38.470><c> reinforcement</c> now<00:30:42.309><c> how</c><00:30:43.120><c> to</c><00:30:43.150><c> make</c><00:30:44.700><c> the</c><00:30:45.700><c> structural</c><00:30:46.150><c> analysis</c> now how to make the structural analysis now how to make the structural analysis of<00:30:46.900><c> if</c><00:30:47.320><c> you</c><00:30:47.470><c> have</c><00:30:47.740><c> a</c><00:30:48.640><c> slab</c><00:30:49.419><c> of</c><00:30:51.900><c> continuous</c> of if you have a slab of continuous of if you have a slab of continuous spans<00:30:53.440><c> okay</c><00:30:54.159><c> for</c><00:30:54.400><c> continuous</c><00:30:54.940><c> bands</c><00:30:55.270><c> we</c><00:30:55.900><c> have</c> spans okay for continuous bands we have spans okay for continuous bands we have to<00:30:56.289><c> use</c><00:30:56.409><c> this</c><00:30:56.740><c> table</c><00:30:57.570><c> 312</c><00:30:58.799><c> for</c><00:30:59.799><c> table</c><00:31:00.100><c> 312</c><00:31:00.610><c> it</c> to use this table 312 for table 312 it to use this table 312 for table 312 it tells<00:31:01.000><c> you</c><00:31:01.179><c> ultimate</c><00:31:01.690><c> bending</c><00:31:01.900><c> moment</c><00:31:02.380><c> and</c> tells you ultimate bending moment and tells you ultimate bending moment and shear<00:31:02.559><c> forces</c><00:31:03.190><c> in</c><00:31:03.429><c> one</c><00:31:03.669><c> way</c><00:31:03.940><c> spanning</c><00:31:04.690><c> slabs</c> shear forces in one way spanning slabs shear forces in one way spanning slabs okay<00:31:05.950><c> so</c><00:31:06.850><c> you</c><00:31:06.940><c> have</c><00:31:07.210><c> values</c><00:31:07.630><c> for</c><00:31:07.840><c> shear</c><00:31:08.110><c> you</c> okay so you have values for shear you okay so you have values for shear you have<00:31:08.620><c> also</c><00:31:09.070><c> values</c><00:31:09.640><c> for</c><00:31:09.940><c> moments</c><00:31:10.510><c> is</c><00:31:10.870><c> this</c> have also values for moments is this have also values for moments is this will<00:31:11.230><c> be</c><00:31:11.380><c> more</c><00:31:11.530><c> clear</c><00:31:11.590><c> by</c><00:31:12.159><c> seeing</c><00:31:13.169><c> this</c> will be more clear by seeing this will be more clear by seeing this drawing<00:31:16.030><c> okay</c><00:31:17.460><c> okay</c><00:31:18.460><c> what</c><00:31:18.610><c> do</c><00:31:18.789><c> we</c><00:31:18.850><c> have</c><00:31:18.909><c> here</c> drawing okay okay what do we have here drawing okay okay what do we have here we<00:31:19.480><c> have</c><00:31:19.510><c> the</c><00:31:20.409><c> first</c><00:31:20.559><c> row</c><00:31:20.919><c> is</c><00:31:21.130><c> for</c><00:31:21.400><c> the</c><00:31:21.820><c> bending</c> we have the first row is for the bending we have the first row is for the bending moment<00:31:22.419><c> okay</c><00:31:23.110><c> these</c><00:31:23.409><c> values</c><00:31:23.830><c> give</c><00:31:24.130><c> you</c><00:31:24.280><c> the</c> moment okay these values give you the moment okay these values give you the bending<00:31:24.789><c> moment</c><00:31:25.120><c> values</c><00:31:25.510><c> at</c><00:31:25.929><c> different</c> bending moment values at different bending moment values at different points<00:31:26.799><c> of</c><00:31:26.890><c> the</c><00:31:27.100><c> slab</c><00:31:27.570><c> so</c><00:31:28.570><c> as</c><00:31:28.960><c> a</c><00:31:29.370><c> first</c><00:31:30.370><c> out</c><00:31:30.730><c> of</c> points of the slab so as a first out of points of the slab so as a first out of support<00:31:31.559><c> here</c><00:31:32.559><c> in</c><00:31:32.770><c> a</c><00:31:32.980><c> case</c><00:31:33.190><c> if</c><00:31:33.460><c> you</c><00:31:33.730><c> have</c> support here in a case if you have support here in a case if you have assembly<00:31:34.450><c> support</c><00:31:34.900><c> at</c><00:31:35.080><c> the</c><00:31:35.260><c> beginning</c><00:31:35.650><c> here</c> assembly support at the beginning here assembly support at the beginning here so<00:31:36.610><c> the</c><00:31:36.850><c> bending</c><00:31:37.030><c> moment</c><00:31:37.419><c> will</c><00:31:37.570><c> be</c><00:31:37.720><c> equal</c><00:31:37.840><c> to</c><00:31:38.260><c> 0</c> so the bending moment will be equal to 0 so the bending moment will be equal to 0 so<00:31:38.760><c> this</c><00:31:39.760><c> will</c><00:31:40.030><c> be</c><00:31:40.179><c> 0</c> so this will be 0 so this will be 0 near<00:31:41.930><c> the</c><00:31:42.200><c> middle</c><00:31:42.320><c> of</c><00:31:43.280><c> the</c><00:31:43.910><c> Indus</c><00:31:44.180><c> band</c><00:31:44.450><c> this</c> near the middle of the Indus band this near the middle of the Indus band this is<00:31:44.780><c> the</c><00:31:45.050><c> end</c><00:31:45.170><c> this</c><00:31:45.290><c> fan</c><00:31:45.560><c> so</c><00:31:45.890><c> near</c><00:31:46.280><c> the</c><00:31:46.490><c> middle</c> is the end this fan so near the middle is the end this fan so near the middle of<00:31:46.790><c> the</c><00:31:46.970><c> Indus</c><00:31:47.240><c> bands</c><00:31:47.480><c> a</c><00:31:47.630><c> bending</c><00:31:47.960><c> moment</c><00:31:47.990><c> will</c> of the Indus bands a bending moment will of the Indus bands a bending moment will be<00:31:48.590><c> point</c><00:31:49.430><c> zero</c><00:31:50.120><c> eight</c><00:31:50.750><c> six</c><00:31:51.760><c> FL</c><00:31:52.760><c> okay</c><00:31:53.660><c> and</c> be point zero eight six FL okay and be point zero eight six FL okay and we'll<00:31:54.140><c> see</c><00:31:54.350><c> what</c><00:31:54.530><c> is</c><00:31:54.680><c> this</c><00:31:54.800><c> FL</c><00:31:55.280><c> late</c><00:31:56.260><c> okay</c> we'll see what is this FL late okay we'll see what is this FL late okay I<00:31:59.020><c> will</c><00:31:59.530><c> keep</c><00:31:59.650><c> it</c><00:31:59.800><c> later</c><00:32:00.120><c> but</c><00:32:01.120><c> let's</c><00:32:01.450><c> go</c><00:32:01.690><c> for</c><00:32:01.929><c> at</c> I will keep it later but let's go for at I will keep it later but let's go for at the<00:32:02.380><c> first</c><00:32:02.650><c> interior</c><00:32:03.220><c> support</c><00:32:03.820><c> first</c> the first interior support first the first interior support first interior<00:32:04.630><c> support</c><00:32:05.110><c> it</c><00:32:05.260><c> which</c><00:32:05.440><c> is</c><00:32:05.620><c> this</c><00:32:05.770><c> one</c> interior support it which is this one interior support it which is this one how<00:32:06.580><c> much</c><00:32:06.790><c> is</c><00:32:06.970><c> the</c><00:32:07.059><c> bending</c><00:32:07.360><c> moment</c><00:32:07.630><c> the</c> how much is the bending moment the how much is the bending moment the bending<00:32:07.960><c> moment</c><00:32:08.200><c> will</c><00:32:08.290><c> be</c><00:32:08.440><c> a</c><00:32:08.470><c> negative</c><00:32:08.890><c> moment</c> bending moment will be a negative moment bending moment will be a negative moment here<00:32:09.460><c> and</c><00:32:09.670><c> the</c><00:32:09.820><c> value</c><00:32:10.120><c> will</c><00:32:10.270><c> be</c><00:32:10.300><c> minus</c><00:32:10.630><c> because</c> here and the value will be minus because here and the value will be minus because negative<00:32:11.830><c> moment</c><00:32:12.160><c> bowing</c><00:32:12.910><c> 0</c><00:32:13.300><c> 8</c><00:32:13.480><c> 6</c><00:32:13.650><c> FL</c><00:32:14.650><c> then</c> negative moment bowing 0 8 6 FL then negative moment bowing 0 8 6 FL then middle<00:32:16.000><c> interior</c><00:32:16.600><c> span</c><00:32:16.990><c> again</c><00:32:17.679><c> it</c><00:32:17.830><c> is</c> middle interior span again it is middle interior span again it is positive<00:32:18.670><c> value</c><00:32:19.030><c> less</c><00:32:19.450><c> than</c><00:32:19.809><c> the</c><00:32:19.990><c> first</c><00:32:20.290><c> a</c> positive value less than the first a positive value less than the first a span<00:32:20.650><c> and</c><00:32:20.860><c> the</c><00:32:21.160><c> value</c><00:32:21.400><c> will</c><00:32:21.550><c> be</c><00:32:21.580><c> point</c><00:32:21.970><c> 0</c><00:32:22.600><c> 63</c><00:32:23.190><c> FL</c> span and the value will be point 0 63 FL span and the value will be point 0 63 FL okay<00:32:26.010><c> how</c><00:32:27.010><c> about</c><00:32:27.040><c> the</c><00:32:27.460><c> case</c><00:32:27.670><c> if</c><00:32:27.910><c> you</c><00:32:28.059><c> have</c><00:32:28.300><c> the</c> okay how about the case if you have the okay how about the case if you have the end<00:32:28.780><c> support</c><00:32:29.320><c> here</c><00:32:29.650><c> have</c><00:32:30.010><c> some</c><00:32:30.280><c> continuity</c> end support here have some continuity end support here have some continuity between<00:32:31.150><c> the</c><00:32:31.450><c> slab</c><00:32:31.900><c> and</c><00:32:32.170><c> the</c><00:32:32.860><c> beam</c><00:32:33.040><c> at</c><00:32:33.340><c> this</c> between the slab and the beam at this between the slab and the beam at this point<00:32:34.030><c> so</c><00:32:34.660><c> it</c><00:32:34.780><c> means</c><00:32:35.020><c> I</c><00:32:35.200><c> would</c><00:32:35.350><c> have</c><00:32:35.500><c> some</c> point so it means I would have some point so it means I would have some negative<00:32:36.490><c> moment</c><00:32:36.820><c> here</c><00:32:37.150><c> and</c><00:32:37.530><c> this</c><00:32:38.530><c> is</c><00:32:38.620><c> why</c><00:32:38.740><c> we</c> negative moment here and this is why we negative moment here and this is why we have<00:32:39.130><c> this</c><00:32:39.309><c> part</c><00:32:39.640><c> in</c><00:32:39.970><c> case</c><00:32:40.150><c> of</c><00:32:40.330><c> continuous</c><00:32:40.830><c> so</c> have this part in case of continuous so have this part in case of continuous so you<00:32:41.890><c> will</c><00:32:42.190><c> have</c><00:32:42.309><c> some</c><00:32:42.580><c> negative</c><00:32:42.730><c> moment</c><00:32:43.210><c> at</c> you will have some negative moment at you will have some negative moment at the<00:32:43.510><c> beginning</c><00:32:43.600><c> it</c><00:32:44.140><c> equals</c><00:32:44.679><c> minus</c><00:32:45.179><c> point</c><00:32:46.179><c> zero</c> the beginning it equals minus point zero the beginning it equals minus point zero 4<00:32:46.929><c> FL</c><00:32:47.800><c> and</c><00:32:48.100><c> also</c><00:32:49.000><c> to</c><00:32:49.150><c> effect</c><00:32:49.540><c> the</c><00:32:49.720><c> positive</c> 4 FL and also to effect the positive 4 FL and also to effect the positive moment<00:32:50.470><c> it</c><00:32:50.559><c> would</c><00:32:50.710><c> be</c><00:32:50.890><c> read</c><00:32:51.040><c> use</c><00:32:51.309><c> because</c><00:32:51.730><c> you</c> moment it would be read use because you moment it would be read use because you took<00:32:52.030><c> some</c><00:32:52.240><c> of</c><00:32:52.270><c> the</c><00:32:52.480><c> moment</c><00:32:52.750><c> negative</c><00:32:53.170><c> so</c><00:32:53.320><c> it</c> took some of the moment negative so it took some of the moment negative so it will<00:32:53.620><c> reducible</c><00:32:54.190><c> step</c><00:32:54.429><c> moment</c><00:32:54.730><c> from</c><00:32:54.880><c> point</c> will reducible step moment from point will reducible step moment from point zero<00:32:55.540><c> eight</c><00:32:56.500><c> six</c><00:32:56.860><c> two</c><00:32:57.040><c> point</c><00:32:57.370><c> zero</c><00:32:57.490><c> seven</c><00:32:58.030><c> five</c> zero eight six two point zero seven five zero eight six two point zero seven five FL<00:32:58.960><c> but</c><00:32:59.620><c> what</c><00:32:59.920><c> is</c><00:33:00.070><c> this</c><00:33:00.280><c> F</c><00:33:00.490><c> and</c><00:33:00.820><c> what</c><00:33:00.970><c> is</c><00:33:01.120><c> this</c><00:33:01.270><c> L</c> FL but what is this F and what is this L FL but what is this F and what is this L L<00:33:02.260><c> is</c><00:33:02.559><c> this</c><00:33:02.800><c> man</c><00:33:03.070><c> this</c><00:33:03.790><c> is</c><00:33:03.940><c> van</c><00:33:04.179><c> and</c><00:33:04.510><c> this</c><00:33:04.660><c> is</c> L is this man this is van and this is L is this man this is van and this is parent<00:33:05.200><c> air</c><00:33:05.350><c> disband</c><00:33:05.770><c> and</c><00:33:05.980><c> so</c><00:33:06.130><c> on</c><00:33:06.340><c> but</c><00:33:07.120><c> how</c> parent air disband and so on but how parent air disband and so on but how about<00:33:07.420><c> F</c><00:33:07.780><c> V</c><00:33:08.200><c> capital</c><00:33:08.350><c> F</c><00:33:08.800><c> the</c><00:33:08.950><c> capital</c><00:33:09.280><c> is</c><00:33:09.429><c> the</c> about F V capital F the capital is the about F V capital F the capital is the total<00:33:09.970><c> new</c><00:33:10.120><c> Zion</c><00:33:10.360><c> ultimate</c><00:33:10.929><c> load</c><00:33:11.140><c> it</c><00:33:11.860><c> means</c> total new Zion ultimate load it means total new Zion ultimate load it means the<00:33:13.210><c> ultimate</c><00:33:13.600><c> load</c><00:33:13.750><c> equals</c><00:33:14.230><c> one</c><00:33:14.440><c> point</c><00:33:14.620><c> four</c> the ultimate load equals one point four the ultimate load equals one point four dead<00:33:15.429><c> load</c><00:33:15.670><c> plus</c><00:33:15.910><c> one</c><00:33:16.179><c> point</c><00:33:16.510><c> six</c><00:33:16.870><c> live</c><00:33:17.530><c> load</c> dead load plus one point six live load dead load plus one point six live load but<00:33:18.580><c> this</c><00:33:19.059><c> is</c><00:33:19.210><c> chemical</c><00:33:19.540><c> it</c><00:33:19.750><c> so</c><00:33:19.929><c> it</c><00:33:20.080><c> means</c><00:33:20.320><c> that</c> but this is chemical it so it means that but this is chemical it so it means that resultant<00:33:21.309><c> to</c><00:33:21.429><c> observe</c><00:33:21.700><c> so</c><00:33:22.360><c> if</c><00:33:22.600><c> you</c><00:33:22.750><c> have</c><00:33:22.929><c> a</c> resultant to observe so if you have a resultant to observe so if you have a road<00:33:23.380><c> here</c><00:33:23.590><c> which</c><00:33:23.770><c> is</c><00:33:23.950><c> a</c><00:33:23.980><c> uniform</c><00:33:24.340><c> load</c><00:33:25.380><c> so</c> road here which is a uniform load so road here which is a uniform load so this<00:33:26.740><c> uniform</c><00:33:27.340><c> load</c><00:33:27.580><c> you</c><00:33:27.820><c> get</c><00:33:27.970><c> it</c><00:33:28.090><c> at</c><00:33:28.240><c> the</c> this uniform load you get it at the this uniform load you get it at the ultimate<00:33:29.140><c> multiply</c><00:33:30.070><c> animal</c><00:33:30.429><c> it</c><00:33:30.670><c> means</c><00:33:30.880><c> x</c><00:33:31.390><c> one</c> ultimate multiply animal it means x one ultimate multiply animal it means x one point<00:33:31.990><c> four</c><00:33:32.230><c> and</c><00:33:32.260><c> one</c><00:33:32.530><c> point</c><00:33:32.740><c> six</c><00:33:33.040><c> live</c><00:33:33.280><c> load</c> point four and one point six live load point four and one point six live load and<00:33:33.520><c> the</c><00:33:34.480><c> dead</c><00:33:34.660><c> load</c><00:33:34.809><c> and</c><00:33:34.870><c> live</c><00:33:35.140><c> load</c><00:33:35.200><c> and</c><00:33:36.270><c> you</c> and the dead load and live load and you and the dead load and live load and you should<00:33:37.510><c> multiply</c><00:33:37.690><c> to</c><00:33:38.260><c> give</c><00:33:38.410><c> the</c><00:33:38.530><c> resultant</c> should multiply to give the resultant should multiply to give the resultant Multan<00:33:39.700><c> by</c><00:33:39.880><c> multiplying</c><00:33:40.360><c> this</c><00:33:40.600><c> by</c><00:33:40.660><c> the</c><00:33:40.840><c> span</c> Multan by multiplying this by the span Multan by multiplying this by the span so<00:33:41.590><c> you</c><00:33:41.650><c> get</c><00:33:41.890><c> a</c><00:33:42.070><c> concentrated</c><00:33:42.670><c> load</c><00:33:42.820><c> here</c><00:33:43.179><c> as</c> so you get a concentrated load here as so you get a concentrated load here as will<00:33:44.140><c> be</c><00:33:44.320><c> a</c><00:33:44.500><c> capital</c><00:33:44.770><c> S</c><00:33:45.160><c> then</c><00:33:46.150><c> you</c><00:33:46.420><c> will</c><00:33:46.570><c> use</c> will be a capital S then you will use will be a capital S then you will use this<00:33:46.900><c> F</c><00:33:47.170><c> it</c><00:33:47.440><c> will</c><00:33:47.470><c> be</c><00:33:47.679><c> multiplied</c><00:33:48.130><c> by</c><00:33:48.250><c> F</c><00:33:48.670><c> L</c><00:33:49.330><c> a</c> this F it will be multiplied by F L a this F it will be multiplied by F L a times<00:33:49.750><c> this</c><00:33:49.990><c> sector</c><00:33:50.470><c> to</c><00:33:50.500><c> give</c><00:33:50.740><c> the</c><00:33:50.860><c> bending</c> times this sector to give the bending times this sector to give the bending moment<00:33:51.460><c> -</c><00:33:51.960><c> okay</c><00:33:52.960><c> then</c><00:33:53.620><c> the</c><00:33:53.950><c> second</c><00:33:54.280><c> part</c><00:33:54.520><c> of</c> moment - okay then the second part of moment - okay then the second part of this<00:33:54.910><c> table</c><00:33:55.540><c> it</c><00:33:55.690><c> gives</c><00:33:55.720><c> us</c><00:33:56.080><c> shear</c><00:33:56.710><c> okay</c><00:33:57.460><c> so</c><00:33:58.120><c> to</c> this table it gives us shear okay so to this table it gives us shear okay so to get<00:33:58.540><c> the</c><00:33:58.750><c> shear</c><00:33:58.960><c> we</c><00:33:59.110><c> get</c><00:33:59.260><c> it</c><00:33:59.380><c> from</c><00:33:59.559><c> the</c><00:34:00.160><c> second</c> get the shear we get it from the second get the shear we get it from the second row<00:34:00.760><c> and</c><00:34:01.059><c> again</c><00:34:01.870><c> to</c><00:34:02.200><c> show</c><00:34:02.350><c> this</c><00:34:02.530><c> this</c><00:34:02.860><c> is</c> row and again to show this this is row and again to show this this is showing<00:34:03.309><c> the</c><00:34:03.490><c> stance</c><00:34:03.910><c> so</c><00:34:04.600><c> add</c><00:34:05.020><c> the</c><00:34:05.740><c> first</c> showing the stance so add the first showing the stance so add the first support<00:34:08.460><c> here</c><00:34:09.460><c> you</c><00:34:09.730><c> have</c> support here you have support here you have a<00:34:10.060><c> shear</c><00:34:10.419><c> of</c><00:34:10.600><c> point</c><00:34:10.990><c> 4f</c><00:34:11.649><c> no</c><00:34:12.639><c> L</c><00:34:12.850><c> anymore</c><00:34:13.540><c> here</c> a shear of point 4f no L anymore here a shear of point 4f no L anymore here because<00:34:14.169><c> this</c><00:34:14.379><c> F</c><00:34:14.620><c> here</c><00:34:14.679><c> equals</c><00:34:15.520><c> a</c><00:34:15.730><c> uniform</c> because this F here equals a uniform because this F here equals a uniform load<00:34:16.629><c> multiplied</c><00:34:17.200><c> by</c><00:34:17.470><c> the</c><00:34:17.530><c> span</c><00:34:17.950><c> as</c><00:34:18.159><c> a</c> load multiplied by the span as a load multiplied by the span as a concentrated<00:34:19.179><c> load</c><00:34:19.450><c> so</c><00:34:20.200><c> it</c><00:34:20.350><c> is</c><00:34:20.470><c> point</c><00:34:20.740><c> four</c> concentrated load so it is point four concentrated load so it is point four times<00:34:21.340><c> concentrated</c><00:34:21.970><c> load</c><00:34:22.270><c> point</c><00:34:23.050><c> four</c><00:34:23.320><c> F</c> times concentrated load point four F times concentrated load point four F then<00:34:24.520><c> at</c><00:34:24.909><c> the</c><00:34:25.389><c> first</c><00:34:25.540><c> interior</c><00:34:26.230><c> support</c><00:34:26.950><c> at</c> then at the first interior support at then at the first interior support at this<00:34:27.250><c> point</c><00:34:27.580><c> six</c><00:34:27.820><c> F</c><00:34:28.120><c> then</c><00:34:28.810><c> later</c><00:34:29.230><c> on</c><00:34:29.500><c> it</c><00:34:29.620><c> will</c> this point six F then later on it will this point six F then later on it will be<00:34:29.770><c> point</c><00:34:30.129><c> five</c><00:34:30.429><c> F</c><00:34:31.500><c> in</c><00:34:32.500><c> case</c><00:34:32.830><c> again</c><00:34:33.190><c> if</c><00:34:33.429><c> you</c> be point five F in case again if you be point five F in case again if you have<00:34:33.760><c> a</c><00:34:34.090><c> continuity</c><00:34:34.840><c> here</c><00:34:35.440><c> at</c><00:34:35.590><c> the</c><00:34:35.740><c> beginning</c> have a continuity here at the beginning have a continuity here at the beginning we<00:34:36.250><c> have</c><00:34:36.399><c> to</c><00:34:36.550><c> use</c><00:34:36.700><c> this</c><00:34:37.570><c> table</c><00:34:38.230><c> here</c><00:34:38.710><c> the</c><00:34:38.740><c> value</c> we have to use this table here the value we have to use this table here the value here<00:34:39.399><c> it</c><00:34:39.580><c> will</c><00:34:39.790><c> be</c><00:34:40.060><c> just</c><00:34:40.240><c> to</c><00:34:40.419><c> change</c><00:34:40.659><c> it</c><00:34:40.810><c> or</c><00:34:41.500><c> the</c> here it will be just to change it or the here it will be just to change it or the red<00:34:41.919><c> one</c><00:34:42.159><c> from</c><00:34:42.790><c> point</c><00:34:43.179><c> four</c><00:34:43.480><c> it</c><00:34:43.659><c> would</c><00:34:43.810><c> be</c> red one from point four it would be red one from point four it would be point<00:34:44.800><c> four</c><00:34:45.490><c> six</c><00:34:46.000><c> or</c><00:34:46.240><c> seven</c><00:34:46.629><c> this</c><00:34:46.690><c> is</c><00:34:46.750><c> only</c> point four six or seven this is only point four six or seven this is only difference<00:34:48.090><c> so</c><00:34:49.230><c> how</c><00:34:50.230><c> to</c><00:34:50.340><c> use</c><00:34:51.340><c> this</c><00:34:51.639><c> if</c><00:34:51.850><c> you</c> difference so how to use this if you difference so how to use this if you have<00:34:52.120><c> a</c><00:34:52.149><c> problem</c><00:34:52.510><c> or</c><00:34:52.960><c> you</c><00:34:53.470><c> have</c><00:34:53.800><c> a</c><00:34:54.010><c> slab</c> have a problem or you have a slab have a problem or you have a slab continuous<00:34:55.000><c> one-way</c><00:34:55.750><c> slab</c><00:34:56.139><c> and</c><00:34:56.379><c> you</c><00:34:56.440><c> have</c> continuous one-way slab and you have continuous one-way slab and you have different<00:34:57.010><c> loads</c><00:34:57.280><c> here</c><00:34:57.730><c> so</c><00:34:58.240><c> if</c><00:34:58.600><c> you</c><00:34:58.720><c> have</c><00:34:58.840><c> a</c> different loads here so if you have a different loads here so if you have a slab<00:34:59.170><c> with</c><00:34:59.470><c> s</c><00:34:59.920><c> ban</c><00:35:00.310><c> and</c><00:35:00.550><c> one</c><00:35:00.880><c> and</c><00:35:01.120><c> a</c><00:35:01.870><c> span</c><00:35:02.170><c> in</c> slab with s ban and one and a span in slab with s ban and one and a span in the<00:35:03.070><c> tool</c><00:35:03.250><c> the</c><00:35:04.000><c> first</c><00:35:04.150><c> disband</c><00:35:04.630><c> is</c><00:35:04.810><c> loaded</c><00:35:05.170><c> by</c> the tool the first disband is loaded by the tool the first disband is loaded by I<00:35:05.620><c> only</c><00:35:05.830><c> form</c><00:35:06.100><c> load</c><00:35:06.310><c> all</c><00:35:06.700><c> W</c><00:35:07.180><c> one</c><00:35:07.360><c> kilo</c><00:35:07.570><c> Newton</c> I only form load all W one kilo Newton I only form load all W one kilo Newton per<00:35:07.900><c> meter</c> per meter per meter the<00:35:09.130><c> second</c><00:35:09.460><c> span</c><00:35:09.850><c> has</c><00:35:10.120><c> a</c><00:35:10.330><c> load</c><00:35:10.480><c> of</c><00:35:10.690><c> W</c><00:35:11.200><c> 2</c><00:35:11.380><c> equal</c> the second span has a load of W 2 equal the second span has a load of W 2 equal also<00:35:12.550><c> kilonewton</c><00:35:13.060><c> per</c><00:35:13.090><c> meter</c><00:35:13.270><c> so</c><00:35:14.230><c> what</c><00:35:14.620><c> you</c> also kilonewton per meter so what you also kilonewton per meter so what you should<00:35:14.950><c> do</c><00:35:15.130><c> you</c><00:35:15.250><c> should</c><00:35:15.280><c> good</c><00:35:15.610><c> the</c><00:35:15.730><c> resultant</c> should do you should good the resultant should do you should good the resultant of<00:35:16.360><c> the</c><00:35:16.450><c> first</c><00:35:16.720><c> expand</c><00:35:17.080><c> the</c><00:35:17.980><c> result</c><00:35:18.280><c> all</c><00:35:18.430><c> of</c> of the first expand the result all of of the first expand the result all of the<00:35:18.670><c> road</c><00:35:18.820><c> and</c><00:35:18.940><c> the</c><00:35:19.060><c> second</c><00:35:19.360><c> span</c><00:35:19.690><c> so</c><00:35:19.960><c> we</c><00:35:20.050><c> call</c> the road and the second span so we call the road and the second span so we call it<00:35:20.320><c> f1</c><00:35:21.270><c> equals</c><00:35:22.270><c> W</c><00:35:22.960><c> 1</c><00:35:23.080><c> times</c><00:35:23.320><c> n1</c><00:35:23.560><c> this</c><00:35:24.130><c> is</c><00:35:24.340><c> the</c><00:35:24.460><c> F</c> it f1 equals W 1 times n1 this is the F it f1 equals W 1 times n1 this is the F physics<00:35:24.940><c> we</c><00:35:25.030><c> use</c><00:35:25.180><c> it</c><00:35:25.360><c> here</c><00:35:25.540><c> in</c><00:35:25.570><c> this</c><00:35:26.350><c> equation</c> physics we use it here in this equation physics we use it here in this equation then<00:35:27.550><c> you</c><00:35:27.850><c> will</c><00:35:28.000><c> repeat</c><00:35:28.270><c> this</c><00:35:28.330><c> for</c><00:35:28.720><c> the</c><00:35:28.750><c> second</c> then you will repeat this for the second then you will repeat this for the second span<00:35:29.500><c> so</c><00:35:29.740><c> you</c><00:35:29.830><c> will</c><00:35:29.920><c> have</c><00:35:30.040><c> FP</c><00:35:30.430><c> 2</c><00:35:30.610><c> 2</c><00:35:30.940><c> equals</c><00:35:31.300><c> W</c><00:35:31.690><c> 2</c> span so you will have FP 2 2 equals W 2 span so you will have FP 2 2 equals W 2 x<00:35:32.290><c> LD</c><00:35:32.620><c> 2</c><00:35:32.740><c> it</c><00:35:32.860><c> will</c><00:35:32.980><c> give</c><00:35:33.160><c> you</c><00:35:33.280><c> a</c><00:35:33.490><c> force</c><00:35:34.120><c> here</c><00:35:34.330><c> as</c> x LD 2 it will give you a force here as x LD 2 it will give you a force here as kilo<00:35:34.900><c> Newton</c><00:35:35.290><c> here</c><00:35:35.470><c> as</c><00:35:35.650><c> in</c><00:35:35.980><c> a</c><00:35:36.010><c> Newton</c><00:35:36.370><c> here</c> kilo Newton here as in a Newton here kilo Newton here as in a Newton here okay<00:35:37.330><c> then</c><00:35:37.960><c> we</c><00:35:38.590><c> have</c><00:35:38.740><c> to</c><00:35:38.980><c> use</c><00:35:39.130><c> this</c><00:35:39.430><c> F</c><00:35:39.670><c> to</c><00:35:40.030><c> get</c> okay then we have to use this F to get okay then we have to use this F to get the<00:35:40.240><c> bending</c><00:35:41.020><c> moment</c><00:35:41.290><c> values</c><00:35:41.470><c> so</c><00:35:42.160><c> from</c><00:35:42.970><c> the</c> the bending moment values so from the the bending moment values so from the table<00:35:43.420><c> the</c><00:35:43.450><c> value</c><00:35:43.840><c> here</c><00:35:43.960><c> will</c><00:35:44.080><c> be</c><00:35:44.230><c> zero</c><00:35:44.560><c> at</c> table the value here will be zero at table the value here will be zero at near<00:35:46.750><c> the</c><00:35:46.780><c> middle</c><00:35:47.110><c> of</c><00:35:47.290><c> the</c><00:35:47.410><c> first</c><00:35:48.480><c> span</c><00:35:49.480><c> will</c> near the middle of the first span will near the middle of the first span will be<00:35:49.900><c> point</c><00:35:50.200><c> zero</c><00:35:50.530><c> eight</c><00:35:50.920><c> six</c><00:35:51.600><c> F</c><00:35:52.600><c> 1</c><00:35:53.020><c> times</c><00:35:53.530><c> L</c><00:35:53.830><c> 1</c> be point zero eight six F 1 times L 1 be point zero eight six F 1 times L 1 then<00:35:55.270><c> here</c><00:35:56.140><c> F</c><00:35:56.860><c> 2</c><00:35:57.760><c> and</c><00:35:58.030><c> here</c><00:35:58.600><c> also</c><00:35:58.840><c> let's</c><00:35:59.290><c> write</c> then here F 2 and here also let's write then here F 2 and here also let's write this<00:35:59.800><c> one</c><00:36:01.080><c> okay</c><00:36:02.080><c> good</c><00:36:02.980><c> here</c><00:36:03.130><c> to</c><00:36:03.340><c> add</c> this one okay good here to add this one okay good here to add this<00:36:07.690><c> n2</c><00:36:08.690><c> okay</c><00:36:09.620><c> so</c><00:36:10.300><c> point</c><00:36:11.300><c> 0</c><00:36:11.750><c> 63</c><00:36:12.200><c> ft</c><00:36:12.680><c> 2</c><00:36:12.830><c> x</c><00:36:13.250><c> +</c><00:36:14.320><c> 2</c> this n2 okay so point 0 63 ft 2 x + 2 this n2 okay so point 0 63 ft 2 x + 2 and<00:36:19.030><c> how</c><00:36:20.030><c> about</c><00:36:20.150><c> the</c><00:36:20.570><c> middle</c><00:36:21.080><c> support</c><00:36:21.500><c> here</c> and how about the middle support here and how about the middle support here because<00:36:23.000><c> in</c><00:36:23.150><c> the</c><00:36:23.240><c> middle</c><00:36:23.480><c> support</c><00:36:23.840><c> you</c><00:36:23.960><c> cannot</c> because in the middle support you cannot because in the middle support you cannot say<00:36:24.500><c> point</c><00:36:25.010><c> 0</c><00:36:25.520><c> 8</c><00:36:25.700><c> 6</c><00:36:26.200><c> FL</c><00:36:27.280><c> ok</c><00:36:28.280><c> because</c><00:36:28.490><c> you</c><00:36:28.760><c> have</c><00:36:28.970><c> F</c> say point 0 8 6 FL ok because you have F say point 0 8 6 FL ok because you have F 1<00:36:30.500><c> and</c><00:36:30.710><c> F</c><00:36:31.370><c> 2</c><00:36:31.430><c> 2</c><00:36:31.670><c> and</c><00:36:31.940><c> L</c><00:36:32.210><c> 1</c><00:36:32.510><c> and</c><00:36:32.660><c> L</c><00:36:32.810><c> 2</c><00:36:32.960><c> so</c><00:36:33.320><c> here</c><00:36:33.470><c> we</c> 1 and F 2 2 and L 1 and L 2 so here we 1 and F 2 2 and L 1 and L 2 so here we get<00:36:33.710><c> the</c><00:36:33.770><c> average</c><00:36:34.250><c> so</c><00:36:34.790><c> it</c><00:36:34.880><c> will</c><00:36:35.030><c> be</c><00:36:35.150><c> point</c><00:36:35.450><c> zero</c> get the average so it will be point zero get the average so it will be point zero eight<00:36:36.260><c> six</c><00:36:37.040><c> times</c><00:36:37.520><c> F</c><00:36:38.300><c> 1</c><00:36:38.360><c> and</c><00:36:38.900><c> 1</c><00:36:39.110><c> plus</c><00:36:39.770><c> F</c><00:36:40.100><c> 2</c><00:36:40.180><c> le</c><00:36:41.180><c> 2</c> eight six times F 1 and 1 plus F 2 le 2 eight six times F 1 and 1 plus F 2 le 2 divided<00:36:42.260><c> by</c><00:36:42.290><c> 2</c><00:36:42.470><c> so</c><00:36:42.770><c> you</c><00:36:42.860><c> get</c><00:36:43.040><c> the</c><00:36:43.160><c> average</c><00:36:43.520><c> from</c> divided by 2 so you get the average from divided by 2 so you get the average from both<00:36:44.330><c> and</c><00:36:44.600><c> this</c><00:36:44.840><c> will</c><00:36:45.050><c> be</c><00:36:45.170><c> the</c><00:36:45.320><c> ones</c><00:36:45.500><c> that</c><00:36:45.650><c> we</c> both and this will be the ones that we both and this will be the ones that we take<00:36:45.980><c> it</c><00:36:46.160><c> you</c><00:36:46.310><c> take</c><00:36:46.460><c> it</c><00:36:46.550><c> to</c><00:36:46.670><c> get</c><00:36:46.790><c> the</c><00:36:46.970><c> negative</c> take it you take it to get the negative take it you take it to get the negative moment<00:36:47.720><c> at</c><00:36:47.930><c> the</c><00:36:48.800><c> interior</c><00:36:49.220><c> support</c><00:36:49.850><c> here</c><00:36:50.120><c> okay</c> moment at the interior support here okay moment at the interior support here okay then<00:36:51.910><c> for</c><00:36:52.910><c> this</c><00:36:53.120><c> year</c><00:36:53.330><c> we</c><00:36:53.840><c> are</c><00:36:53.990><c> going</c><00:36:54.230><c> to</c><00:36:54.730><c> do</c> then for this year we are going to do then for this year we are going to do the<00:36:55.910><c> same</c><00:36:56.090><c> you</c><00:36:56.620><c> will</c><00:36:57.620><c> use</c><00:36:57.890><c> the</c><00:36:58.100><c> values</c><00:36:58.550><c> at</c><00:36:58.730><c> the</c> the same you will use the values at the the same you will use the values at the bottom<00:36:59.120><c> here</c><00:36:59.360><c> so</c><00:36:59.390><c> it</c><00:36:59.570><c> will</c><00:36:59.720><c> be</c><00:36:59.840><c> point</c><00:37:00.140><c> 4</c><00:37:00.380><c> F</c><00:37:00.620><c> 1</c> bottom here so it will be point 4 F 1 bottom here so it will be point 4 F 1 then<00:37:02.120><c> here</c><00:37:02.540><c> point</c><00:37:03.280><c> 6</c><00:37:04.280><c> F</c><00:37:04.550><c> 1</c><00:37:04.910><c> then</c><00:37:05.420><c> it</c><00:37:05.690><c> will</c><00:37:05.870><c> be</c> then here point 6 F 1 then it will be then here point 6 F 1 then it will be point<00:37:06.230><c> 5</c><00:37:06.500><c> F</c><00:37:06.800><c> 2</c><00:37:07.550><c> and</c><00:37:07.790><c> point</c><00:37:08.270><c> 5</c><00:37:08.660><c> 52</c><00:37:09.170><c> and</c><00:37:09.410><c> so</c><00:37:09.620><c> on</c> point 5 F 2 and point 5 52 and so on point 5 F 2 and point 5 52 and so on ok<00:37:10.520><c> so</c><00:37:10.580><c> in</c><00:37:11.000><c> a</c><00:37:11.060><c> case</c><00:37:11.210><c> if</c><00:37:11.390><c> you</c><00:37:11.480><c> have</c><00:37:11.630><c> a</c><00:37:11.660><c> real</c> ok so in a case if you have a real ok so in a case if you have a real problem<00:37:12.080><c> with</c><00:37:12.470><c> different</c><00:37:13.310><c> bands</c><00:37:13.940><c> with</c> problem with different bands with problem with different bands with different<00:37:14.720><c> loads</c><00:37:15.020><c> the</c><00:37:15.860><c> important</c><00:37:16.370><c> thing</c><00:37:16.580><c> here</c> different loads the important thing here different loads the important thing here at<00:37:17.090><c> the</c><00:37:17.840><c> middle</c><00:37:18.500><c> one</c><00:37:18.890><c> you</c><00:37:19.100><c> get</c><00:37:19.340><c> the</c><00:37:19.490><c> average</c><00:37:19.640><c> of</c> at the middle one you get the average of at the middle one you get the average of F<00:37:20.480><c> 1</c><00:37:20.750><c> L</c><00:37:20.930><c> 1</c><00:37:20.960><c> plus</c><00:37:21.710><c> F</c><00:37:21.950><c> 2</c><00:37:21.980><c> and</c><00:37:22.760><c> the</c><00:37:22.910><c> 2</c><00:37:23.060><c> divided</c><00:37:23.510><c> by</c><00:37:23.540><c> 2</c> F 1 L 1 plus F 2 and the 2 divided by 2 F 1 L 1 plus F 2 and the 2 divided by 2 multiplied<00:37:24.290><c> by</c><00:37:24.410><c> this</c><00:37:25.280><c> factor</c><00:37:25.610><c> here</c><00:37:26.330><c> which</c><00:37:26.750><c> is</c> multiplied by this factor here which is multiplied by this factor here which is point<00:37:27.380><c> zero</c><00:37:27.770><c> eight</c><00:37:28.400><c> six</c><00:37:30.550><c> about</c><00:37:31.550><c> checking</c> point zero eight six about checking point zero eight six about checking deflection<00:37:32.630><c> how</c><00:37:32.990><c> we</c><00:37:33.050><c> check</c><00:37:33.380><c> the</c><00:37:33.530><c> deflection</c> deflection how we check the deflection deflection how we check the deflection okay<00:37:35.180><c> as</c><00:37:35.360><c> I</c><00:37:35.510><c> told</c><00:37:35.690><c> you</c><00:37:35.960><c> we</c><00:37:36.110><c> have</c><00:37:36.290><c> to</c><00:37:36.320><c> use</c><00:37:36.560><c> a</c> okay as I told you we have to use a okay as I told you we have to use a table<00:37:37.340><c> in</c><00:37:37.490><c> the</c><00:37:37.610><c> cold</c><00:37:38.500><c> the</c><00:37:39.500><c> deflections</c><00:37:40.040><c> are</c> table in the cold the deflections are table in the cold the deflections are important<00:37:40.790><c> to</c><00:37:40.880><c> be</c><00:37:41.000><c> checked</c><00:37:41.270><c> because</c><00:37:41.390><c> if</c><00:37:41.690><c> you</c> important to be checked because if you important to be checked because if you have<00:37:42.080><c> existence</c><00:37:42.650><c> deflection</c><00:37:43.190><c> it</c><00:37:43.370><c> may</c><00:37:43.550><c> cause</c> have existence deflection it may cause have existence deflection it may cause damage<00:37:43.850><c> of</c><00:37:44.420><c> ceiling</c><00:37:44.810><c> finishes</c><00:37:45.350><c> or</c><00:37:45.680><c> other</c> damage of ceiling finishes or other damage of ceiling finishes or other architectural<00:37:46.940><c> details</c><00:37:47.330><c> to</c><00:37:47.810><c> avoid</c><00:37:48.080><c> this</c><00:37:48.320><c> we</c> architectural details to avoid this we architectural details to avoid this we have<00:37:49.340><c> to</c><00:37:49.580><c> use</c><00:37:50.060><c> the</c><00:37:50.300><c> minimum</c><00:37:50.480><c> effective</c><00:37:50.990><c> dips</c> have to use the minimum effective dips have to use the minimum effective dips which<00:37:51.410><c> is</c><00:37:51.590><c> the</c><00:37:51.740><c> span</c><00:37:51.950><c> divided</c><00:37:52.520><c> by</c><00:37:52.670><c> basic</c> which is the span divided by basic which is the span divided by basic span-to-depth<00:37:54.320><c> ratio</c><00:37:54.790><c> from</c><00:37:55.790><c> the</c><00:37:56.030><c> table</c><00:37:56.510><c> 3.9</c><00:37:57.140><c> x</c> span-to-depth ratio from the table 3.9 x span-to-depth ratio from the table 3.9 x the<00:37:58.580><c> modification</c><00:37:59.210><c> factor</c><00:38:00.080><c> let's</c><00:38:00.500><c> remove</c> the modification factor let's remove the modification factor let's remove this<00:38:00.890><c> one</c><00:38:01.480><c> okay</c><00:38:03.190><c> then</c><00:38:04.190><c> to</c><00:38:05.060><c> do</c><00:38:05.210><c> that</c> this one okay then to do that this one okay then to do that or<00:38:05.700><c> to</c><00:38:05.880><c> check</c><00:38:06.059><c> the</c><00:38:06.799><c> deflection</c><00:38:07.940><c> we</c><00:38:08.940><c> have</c><00:38:09.150><c> to</c> or to check the deflection we have to or to check the deflection we have to get<00:38:09.869><c> a</c><00:38:10.079><c> value</c><00:38:10.500><c> called</c><00:38:10.769><c> modification</c><00:38:11.490><c> factor</c> get a value called modification factor get a value called modification factor is<00:38:11.970><c> this</c><00:38:12.059><c> modification</c><00:38:12.660><c> factor</c><00:38:12.869><c> we</c><00:38:13.170><c> have</c><00:38:13.200><c> to</c> is this modification factor we have to is this modification factor we have to check<00:38:13.650><c> at</c><00:38:13.829><c> the</c><00:38:13.950><c> beginning</c><00:38:14.339><c> we</c><00:38:14.579><c> assume</c><00:38:14.910><c> a</c> check at the beginning we assume a check at the beginning we assume a duplication<00:38:15.299><c> factor</c><00:38:15.720><c> 1.3</c><00:38:16.500><c> but</c><00:38:16.710><c> now</c><00:38:16.890><c> we</c><00:38:16.950><c> need</c> duplication factor 1.3 but now we need duplication factor 1.3 but now we need to<00:38:17.339><c> check</c><00:38:17.519><c> how</c><00:38:18.240><c> much</c><00:38:18.450><c> is</c><00:38:18.690><c> this</c><00:38:18.839><c> real</c> to check how much is this real to check how much is this real modification<00:38:19.680><c> factor</c><00:38:19.859><c> after</c><00:38:20.490><c> we</c><00:38:20.700><c> make</c><00:38:21.329><c> our</c> modification factor after we make our modification factor after we make our calculation<00:38:22.170><c> and</c><00:38:22.289><c> we</c><00:38:22.559><c> good</c> calculation and we good calculation and we good a<00:38:23.369><c> dips</c><00:38:23.940><c> and</c><00:38:24.240><c> total</c><00:38:24.569><c> it</c><00:38:24.720><c> shows</c><00:38:24.900><c> the</c><00:38:25.049><c> step</c><00:38:25.260><c> to</c><00:38:26.069><c> do</c> a dips and total it shows the step to do a dips and total it shows the step to do this<00:38:26.400><c> really</c><00:38:26.640><c> smooth</c><00:38:26.970><c> this</c><00:38:27.180><c> we</c><00:38:27.450><c> get</c><00:38:27.630><c> this</c> this really smooth this we get this this really smooth this we get this modification<00:38:28.260><c> factor</c><00:38:28.410><c> from</c><00:38:28.829><c> they</c><00:38:29.369><c> would</c><00:38:31.190><c> 3.10</c> modification factor from they would 3.10 modification factor from they would 3.10 which<00:38:32.730><c> is</c><00:38:32.910><c> this</c><00:38:33.119><c> table</c><00:38:33.480><c> and</c><00:38:33.660><c> this</c><00:38:34.559><c> table</c><00:38:34.769><c> you</c> which is this table and this table you which is this table and this table you have<00:38:35.190><c> a</c><00:38:35.220><c> modification</c><00:38:35.549><c> factor</c><00:38:36.000><c> equal</c><00:38:36.539><c> this</c> have a modification factor equal this have a modification factor equal this value<00:38:37.309><c> 0.55</c><00:38:38.309><c> +</c><00:38:39.410><c> 4</c><00:38:40.410><c> 7</c><00:38:40.589><c> 7</c><00:38:41.010><c> minus</c><00:38:41.339><c> FS</c><00:38:41.819><c> divided</c><00:38:42.329><c> by</c> value 0.55 + 4 7 7 minus FS divided by value 0.55 + 4 7 7 minus FS divided by 120<00:38:43.079><c> times</c><00:38:43.339><c> 0.9</c><00:38:44.339><c> +</c><00:38:45.000><c> m</c><00:38:45.299><c> /</c><00:38:45.779><c> BD</c><00:38:46.079><c> square</c><00:38:46.380><c> and</c><00:38:46.980><c> this</c> 120 times 0.9 + m / BD square and this 120 times 0.9 + m / BD square and this should<00:38:47.369><c> be</c><00:38:47.519><c> less</c><00:38:47.880><c> than</c><00:38:48.059><c> or</c><00:38:48.240><c> equals</c><00:38:48.660><c> to</c><00:38:48.750><c> 2</c><00:38:49.260><c> okay</c> should be less than or equals to 2 okay should be less than or equals to 2 okay we<00:38:50.190><c> have</c><00:38:50.309><c> some</c><00:38:50.519><c> values</c><00:38:50.819><c> here</c><00:38:51.029><c> we</c><00:38:51.150><c> need</c><00:38:51.269><c> to</c><00:38:51.420><c> know</c> we have some values here we need to know we have some values here we need to know what<00:38:52.260><c> is</c><00:38:52.440><c> the</c><00:38:52.559><c> FS</c><00:38:52.890><c> this</c><00:38:53.789><c> is</c><00:38:54.089><c> the</c><00:38:54.420><c> stress</c><00:38:54.869><c> in</c><00:38:55.170><c> the</c> what is the FS this is the stress in the what is the FS this is the stress in the tension<00:38:56.609><c> steel</c><00:38:56.880><c> the</c><00:38:57.569><c> stress</c><00:38:57.869><c> in</c><00:38:58.140><c> the</c><00:38:58.200><c> bottom</c> tension steel the stress in the bottom tension steel the stress in the bottom tension<00:38:59.099><c> steel</c><00:38:59.519><c> how</c><00:38:59.730><c> much</c><00:38:59.940><c> is</c><00:39:00.150><c> this</c><00:39:00.269><c> is</c> tension steel how much is this is tension steel how much is this is stressed<00:39:00.750><c> FS</c><00:39:01.970><c> also</c><00:39:02.970><c> what</c><00:39:03.299><c> is</c><00:39:03.450><c> M</c><00:39:03.720><c> M</c><00:39:04.170><c> is</c><00:39:04.619><c> the</c> stressed FS also what is M M is the stressed FS also what is M M is the maximum<00:39:05.700><c> positive</c><00:39:06.390><c> moment</c><00:39:07.140><c> not</c><00:39:07.799><c> negative</c> maximum positive moment not negative maximum positive moment not negative moment<00:39:08.549><c> because</c><00:39:08.819><c> deflection</c><00:39:09.779><c> will</c><00:39:09.930><c> be</c><00:39:09.960><c> at</c><00:39:10.259><c> the</c> moment because deflection will be at the moment because deflection will be at the span<00:39:10.799><c> not</c><00:39:11.099><c> at</c><00:39:11.250><c> the</c><00:39:11.400><c> support</c><00:39:11.819><c> so</c><00:39:12.480><c> this</c><00:39:12.900><c> M</c><00:39:13.200><c> here</c> span not at the support so this M here span not at the support so this M here is<00:39:13.769><c> the</c><00:39:14.039><c> maximum</c><00:39:15.000><c> negative</c><00:39:15.869><c> maximum</c><00:39:16.140><c> positive</c> is the maximum negative maximum positive is the maximum negative maximum positive moment<00:39:17.279><c> B</c><00:39:17.849><c> as</c><00:39:18.059><c> you</c><00:39:18.240><c> know</c><00:39:18.359><c> is</c><00:39:18.509><c> 1000</c><00:39:19.349><c> millimeter</c> moment B as you know is 1000 millimeter moment B as you know is 1000 millimeter for<00:39:20.190><c> slabs</c><00:39:20.579><c> and</c><00:39:20.880><c> D</c><00:39:21.420><c> is</c><00:39:21.599><c> the</c><00:39:21.779><c> depth</c><00:39:22.230><c> of</c><00:39:22.440><c> the</c><00:39:22.589><c> slab</c> for slabs and D is the depth of the slab for slabs and D is the depth of the slab okay<00:39:23.460><c> so</c><00:39:23.519><c> how</c><00:39:23.819><c> to</c><00:39:23.849><c> use</c><00:39:24.180><c> this</c><00:39:24.359><c> one</c><00:39:24.650><c> to</c><00:39:25.650><c> use</c><00:39:25.799><c> this</c> okay so how to use this one to use this okay so how to use this one to use this one<00:39:26.160><c> we</c><00:39:26.519><c> have</c><00:39:26.670><c> to</c><00:39:26.819><c> get</c><00:39:26.970><c> the</c><00:39:27.089><c> value</c><00:39:27.359><c> of</c><00:39:27.450><c> M</c><00:39:27.630><c> /</c><00:39:27.990><c> BD</c> one we have to get the value of M / BD one we have to get the value of M / BD square<00:39:28.349><c> and</c><00:39:28.890><c> we</c><00:39:29.730><c> have</c><00:39:29.880><c> to</c><00:39:30.000><c> get</c><00:39:30.150><c> the</c><00:39:30.269><c> FS</c><00:39:30.599><c> how</c> square and we have to get the FS how square and we have to get the FS how much<00:39:31.470><c> is</c><00:39:31.680><c> this</c><00:39:31.799><c> a</c><00:39:32.039><c> fest</c><00:39:32.339><c> we</c><00:39:32.609><c> get</c><00:39:32.759><c> it</c><00:39:32.880><c> from</c><00:39:33.029><c> this</c> much is this a fest we get it from this much is this a fest we get it from this equation<00:39:33.750><c> here</c><00:39:33.990><c> according</c><00:39:34.319><c> to</c><00:39:34.589><c> the</c><00:39:34.769><c> code</c><00:39:34.980><c> it</c> equation here according to the code it equation here according to the code it equals<00:39:35.579><c> 2</c><00:39:36.150><c> over</c><00:39:36.450><c> 3</c><00:39:36.690><c> F</c><00:39:37.650><c> field</c><00:39:38.309><c> times</c><00:39:38.759><c> its</c> equals 2 over 3 F field times its equals 2 over 3 F field times its required<00:39:39.750><c> /</c><00:39:40.529><c> s</c><00:39:40.769><c> provided</c><00:39:41.250><c> it</c><00:39:41.759><c> is</c><00:39:42.000><c> required</c><00:39:42.480><c> by</c> required / s provided it is required by required / s provided it is required by design<00:39:43.200><c> and</c><00:39:43.470><c> the</c><00:39:44.039><c> read</c><00:39:44.460><c> areas</c><00:39:44.970><c> that</c><00:39:45.150><c> you</c> design and the read areas that you design and the read areas that you provided<00:39:45.900><c> times</c><00:39:46.500><c> 1</c><00:39:46.740><c> divided</c><00:39:47.190><c> by</c><00:39:47.220><c> beta</c><00:39:47.579><c> B</c><00:39:47.849><c> and</c> provided times 1 divided by beta B and provided times 1 divided by beta B and beta<00:39:48.299><c> B</c><00:39:48.509><c> this</c><00:39:48.690><c> is</c><00:39:48.839><c> something</c><00:39:49.200><c> for</c> beta B this is something for beta B this is something for redistribution<00:39:50.069><c> and</c><00:39:50.609><c> we</c><00:39:50.910><c> use</c><00:39:51.059><c> it</c><00:39:51.089><c> as</c><00:39:51.470><c> 1</c><00:39:52.470><c> in</c> redistribution and we use it as 1 in redistribution and we use it as 1 in this<00:39:53.039><c> case</c><00:39:53.250><c> so</c><00:39:54.210><c> to</c><00:39:55.109><c> use</c><00:39:55.230><c> this</c><00:39:55.440><c> one</c><00:39:55.680><c> you</c><00:39:55.890><c> need</c><00:39:56.069><c> to</c> this case so to use this one you need to this case so to use this one you need to get<00:39:56.309><c> the</c><00:39:56.460><c> FS</c><00:39:56.849><c> once</c><00:39:57.150><c> you</c><00:39:57.299><c> get</c><00:39:57.450><c> the</c><00:39:57.569><c> FPS</c><00:39:57.869><c> you</c><00:39:58.079><c> put</c> get the FS once you get the FPS you put get the FS once you get the FPS you put it<00:39:58.380><c> here</c><00:39:58.529><c> into</c><00:39:58.710><c> this</c><00:39:58.920><c> equation</c><00:39:59.160><c> then</c><00:39:59.940><c> get</c><00:40:00.269><c> M</c><00:40:00.509><c> /</c> it here into this equation then get M / it here into this equation then get M / BD<00:40:01.109><c> square</c><00:40:01.259><c> and</c><00:40:01.589><c> you</c><00:40:01.650><c> put</c><00:40:01.799><c> it</c><00:40:01.950><c> there</c><00:40:02.160><c> you</c><00:40:02.880><c> will</c> BD square and you put it there you will BD square and you put it there you will substitute<00:40:03.480><c> into</c><00:40:03.839><c> the</c><00:40:04.049><c> equation</c><00:40:04.079><c> get</c><00:40:04.559><c> the</c> substitute into the equation get the substitute into the equation get the modification<00:40:05.160><c> factor</c><00:40:05.700><c> okay</c><00:40:06.539><c> let's</c><00:40:06.930><c> go</c><00:40:07.109><c> back</c> modification factor okay let's go back modification factor okay let's go back and<00:40:07.529><c> see</c><00:40:08.450><c> so</c><00:40:09.450><c> again</c><00:40:09.750><c> this</c><00:40:09.960><c> is</c><00:40:10.140><c> the</c><00:40:10.230><c> end</c><00:40:10.380><c> from</c> and see so again this is the end from and see so again this is the end from the<00:40:10.650><c> same</c><00:40:10.890><c> equation</c><00:40:11.250><c> that</c><00:40:11.279><c> we</c><00:40:11.519><c> just</c><00:40:11.549><c> saw</c> the same equation that we just saw the same equation that we just saw together together together okay<00:40:14.190><c> as</c><00:40:14.430><c> I</c><00:40:14.490><c> just</c><00:40:15.269><c> explained</c><00:40:15.809><c> M</c><00:40:16.170><c> here</c><00:40:16.680><c> is</c> okay as I just explained M here is okay as I just explained M here is maximum<00:40:17.369><c> positive</c><00:40:17.579><c> moment</c><00:40:18.180><c> and</c> maximum positive moment and maximum positive moment and the<00:40:18.769><c> short</c><00:40:19.039><c> span</c><00:40:19.400><c> because</c><00:40:20.180><c> usually</c><00:40:20.359><c> you</c><00:40:20.630><c> have</c> the short span because usually you have the short span because usually you have more<00:40:21.470><c> moment</c><00:40:21.829><c> in</c><00:40:21.950><c> the</c><00:40:22.099><c> short</c><00:40:22.309><c> disband</c><00:40:22.730><c> or</c> more moment in the short disband or more moment in the short disband or always<00:40:23.779><c> you</c><00:40:23.869><c> would</c><00:40:23.990><c> have</c><00:40:24.140><c> more</c><00:40:24.349><c> moment</c><00:40:24.650><c> in</c><00:40:24.740><c> the</c> always you would have more moment in the always you would have more moment in the short<00:40:25.039><c> disband</c><00:40:25.400><c> then</c><00:40:25.670><c> in</c><00:40:25.880><c> the</c><00:40:26.029><c> wrong</c><00:40:26.150><c> dis</c><00:40:26.359><c> pan</c> short disband then in the wrong dis pan short disband then in the wrong dis pan because<00:40:26.690><c> takes</c><00:40:27.170><c> more</c><00:40:27.440><c> amount</c><00:40:27.740><c> of</c><00:40:27.950><c> loads</c><00:40:28.960><c> then</c> because takes more amount of loads then because takes more amount of loads then to<00:40:30.200><c> get</c><00:40:30.349><c> the</c><00:40:30.499><c> FS</c><00:40:30.890><c> created</c><00:40:31.400><c> from</c><00:40:31.549><c> this</c><00:40:31.700><c> equation</c> to get the FS created from this equation to get the FS created from this equation as<00:40:32.420><c> I</c><00:40:32.539><c> just</c><00:40:32.720><c> explained</c><00:40:33.289><c> it</c><00:40:33.589><c> is</c><00:40:34.839><c> required</c><00:40:35.839><c> this</c> as I just explained it is required this as I just explained it is required this is<00:40:36.319><c> the</c><00:40:36.440><c> area</c><00:40:36.740><c> of</c><00:40:36.769><c> reinforcement</c><00:40:37.640><c> click</c><00:40:37.819><c> well</c> is the area of reinforcement click well is the area of reinforcement click well at<00:40:38.299><c> mid-span</c> at mid-span at mid-span it<00:40:39.499><c> is</c><00:40:39.740><c> su</c><00:40:39.890><c> provided</c><00:40:40.430><c> area</c><00:40:41.299><c> or</c><00:40:41.539><c> reinforcement</c> it is su provided area or reinforcement it is su provided area or reinforcement provide<00:40:42.740><c> provided</c><00:40:43.279><c> at</c><00:40:43.430><c> the</c><00:40:43.579><c> mid</c><00:40:43.700><c> span</c><00:40:43.730><c> and</c> provide provided at the mid span and provide provided at the mid span and beta<00:40:44.690><c> B</c><00:40:44.930><c> is</c><00:40:45.109><c> the</c><00:40:45.259><c> ratio</c><00:40:45.440><c> of</c><00:40:45.619><c> mid</c><00:40:46.579><c> span</c><00:40:46.910><c> moment</c> beta B is the ratio of mid span moment beta B is the ratio of mid span moment after<00:40:47.869><c> and</c><00:40:48.109><c> before</c><00:40:48.589><c> redistribution</c><00:40:49.249><c> and</c> after and before redistribution and after and before redistribution and usually<00:40:50.839><c> the</c><00:40:51.109><c> code</c><00:40:51.319><c> is</c><00:40:51.499><c> not</c><00:40:51.650><c> allowing</c><00:40:52.130><c> to</c><00:40:52.160><c> make</c> usually the code is not allowing to make usually the code is not allowing to make redistribution<00:40:53.240><c> if</c><00:40:53.359><c> you</c><00:40:53.480><c> are</c><00:40:53.569><c> using</c><00:40:54.279><c> the</c> redistribution if you are using the redistribution if you are using the coefficients<00:40:56.240><c> from</c><00:40:56.329><c> the</c><00:40:56.539><c> table</c><00:40:56.869><c> to</c><00:40:57.200><c> get</c><00:40:57.380><c> the</c> coefficients from the table to get the coefficients from the table to get the bending<00:40:57.799><c> moment</c><00:40:58.069><c> and</c><00:40:58.220><c> the</c><00:40:58.579><c> shear</c><00:40:59.059><c> okay</c><00:40:59.809><c> once</c> bending moment and the shear okay once bending moment and the shear okay once we<00:41:00.289><c> got</c><00:41:00.440><c> em</c><00:41:01.180><c> so</c><00:41:02.180><c> we</c><00:41:02.509><c> have</c><00:41:02.660><c> to</c><00:41:02.809><c> calculate</c> we got em so we have to calculate we got em so we have to calculate something<00:41:03.440><c> called</c><00:41:03.829><c> limiting</c><00:41:04.309><c> span</c><00:41:04.730><c> to</c><00:41:05.059><c> depth</c> something called limiting span to depth something called limiting span to depth ratio<00:41:05.650><c> okay</c> ratio okay ratio okay limiting<00:41:07.519><c> we</c><00:41:07.730><c> span</c><00:41:08.029><c> to</c><00:41:08.269><c> depth</c><00:41:08.450><c> ratio</c><00:41:08.599><c> it</c> limiting we span to depth ratio it limiting we span to depth ratio it equals<00:41:10.839><c> basic</c><00:41:11.839><c> span</c><00:41:12.170><c> to</c><00:41:12.349><c> depth</c><00:41:12.559><c> ratio</c><00:41:12.680><c> from</c> equals basic span to depth ratio from equals basic span to depth ratio from the<00:41:13.400><c> code</c><00:41:13.730><c> the</c><00:41:13.999><c> values</c><00:41:14.359><c> that</c><00:41:14.480><c> you</c><00:41:14.599><c> get</c><00:41:14.720><c> from</c> the code the values that you get from the code the values that you get from the<00:41:15.140><c> hold</c><00:41:15.349><c> which</c><00:41:15.529><c> was</c><00:41:15.769><c> 20</c><00:41:16.759><c> in</c><00:41:16.940><c> cases</c><00:41:17.329><c> simply</c> the hold which was 20 in cases simply the hold which was 20 in cases simply supported<00:41:18.559><c> or</c><00:41:18.680><c> 26</c><00:41:19.249><c> in</c><00:41:19.400><c> case</c><00:41:19.549><c> of</c><00:41:19.670><c> continuous</c> supported or 26 in case of continuous supported or 26 in case of continuous multiply<00:41:21.109><c> it</c><00:41:21.170><c> by</c><00:41:21.440><c> M</c><00:41:21.740><c> so</c><00:41:22.430><c> the</c><00:41:23.089><c> M</c><00:41:23.239><c> is</c><00:41:23.450><c> that</c><00:41:23.569><c> you</c> multiply it by M so the M is that you multiply it by M so the M is that you calculated<00:41:24.230><c> from</c><00:41:24.380><c> the</c><00:41:24.589><c> previous</c><00:41:24.920><c> equation</c><00:41:25.789><c> in</c> calculated from the previous equation in calculated from the previous equation in the<00:41:26.630><c> previous</c><00:41:26.660><c> slide</c><00:41:27.259><c> here</c><00:41:27.739><c> okay</c><00:41:28.609><c> so</c><00:41:29.380><c> you</c> the previous slide here okay so you the previous slide here okay so you multiply<00:41:30.559><c> this</c><00:41:30.920><c> M</c><00:41:31.279><c> by</c><00:41:31.609><c> the</c><00:41:31.640><c> basic</c><00:41:32.119><c> ratios</c><00:41:32.480><c> that</c> multiply this M by the basic ratios that multiply this M by the basic ratios that you<00:41:32.660><c> used</c><00:41:32.960><c> at</c><00:41:33.200><c> the</c><00:41:33.319><c> beginning</c><00:41:33.739><c> so</c><00:41:34.069><c> M</c> you used at the beginning so M you used at the beginning so M multiplied<00:41:34.910><c> by</c><00:41:35.119><c> 20</c><00:41:35.630><c> or</c><00:41:35.660><c> M</c><00:41:36.019><c> multiplied</c><00:41:36.499><c> by</c><00:41:36.710><c> 26</c> multiplied by 20 or M multiplied by 26 multiplied by 20 or M multiplied by 26 then<00:41:38.809><c> we</c><00:41:38.989><c> calculate</c><00:41:39.410><c> the</c><00:41:39.619><c> actual</c><00:41:39.799><c> span</c><00:41:40.339><c> to</c> then we calculate the actual span to then we calculate the actual span to depth<00:41:40.700><c> ratio</c><00:41:40.819><c> which</c><00:41:41.809><c> is</c><00:41:42.019><c> the</c><00:41:42.549><c> shortest</c><00:41:43.549><c> ban</c> depth ratio which is the shortest ban depth ratio which is the shortest ban divided<00:41:45.259><c> by</c><00:41:45.410><c> the</c><00:41:45.470><c> actual</c><00:41:46.009><c> depth</c><00:41:46.249><c> and</c><00:41:46.460><c> then</c><00:41:46.789><c> we</c> divided by the actual depth and then we divided by the actual depth and then we compare<00:41:47.269><c> this</c><00:41:47.450><c> one</c><00:41:47.660><c> to</c><00:41:47.720><c> that</c><00:41:47.869><c> one</c><00:41:48.019><c> the</c><00:41:48.349><c> first</c> compare this one to that one the first compare this one to that one the first one<00:41:48.680><c> to</c><00:41:48.980><c> that</c><00:41:49.130><c> limiting</c><00:41:49.789><c> one</c><00:41:49.970><c> to</c><00:41:50.089><c> the</c><00:41:50.210><c> actual</c> one to that limiting one to the actual one to that limiting one to the actual one<00:41:50.749><c> if</c><00:41:51.380><c> the</c><00:41:51.799><c> limiting</c><00:41:52.160><c> we</c><00:41:52.279><c> spent</c><00:41:52.549><c> to</c><00:41:52.670><c> depth</c> one if the limiting we spent to depth one if the limiting we spent to depth ratio<00:41:52.999><c> the</c><00:41:53.869><c> first</c><00:41:54.140><c> value</c><00:41:54.499><c> here</c><00:41:54.799><c> greater</c><00:41:55.369><c> than</c> ratio the first value here greater than ratio the first value here greater than the<00:41:56.329><c> actual</c><00:41:56.599><c> span</c><00:41:56.930><c> to</c><00:41:57.049><c> depth</c><00:41:57.230><c> ratio</c><00:41:57.319><c> it</c><00:41:57.710><c> means</c> the actual span to depth ratio it means the actual span to depth ratio it means okay<00:41:58.369><c> the</c><00:41:59.119><c> deflection</c><00:41:59.839><c> is</c><00:41:59.960><c> says</c><00:42:00.200><c> you</c><00:42:00.710><c> can't</c> okay the deflection is says you can't okay the deflection is says you can't continue<00:42:01.279><c> and</c><00:42:01.640><c> it</c><00:42:01.759><c> will</c><00:42:01.789><c> not</c><00:42:02.029><c> have</c><00:42:02.210><c> any</c> continue and it will not have any continue and it will not have any problem<00:42:02.779><c> in</c><00:42:02.960><c> the</c><00:42:03.589><c> serviceability</c><00:42:04.130><c> regarding</c> problem in the serviceability regarding problem in the serviceability regarding deflection<00:42:05.269><c> if</c><00:42:05.809><c> the</c><00:42:06.470><c> limiting</c><00:42:07.220><c> the</c><00:42:07.309><c> span</c><00:42:07.549><c> to</c> deflection if the limiting the span to deflection if the limiting the span to depth<00:42:07.910><c> ratio</c><00:42:08.059><c> was</c><00:42:08.569><c> less</c><00:42:09.140><c> than</c><00:42:09.470><c> the</c><00:42:09.529><c> actual</c> depth ratio was less than the actual depth ratio was less than the actual span<00:42:10.339><c> to</c><00:42:10.489><c> depth</c><00:42:10.670><c> ratio</c><00:42:10.759><c> it</c><00:42:11.210><c> means</c><00:42:11.450><c> it</c><00:42:12.109><c> is</c><00:42:12.319><c> not</c> span to depth ratio it means it is not span to depth ratio it means it is not safe<00:42:12.829><c> okay</c><00:42:13.609><c> is</c><00:42:13.849><c> unsafe</c><00:42:14.329><c> and</c><00:42:14.630><c> the</c><00:42:15.349><c> solution</c><00:42:15.829><c> in</c> safe okay is unsafe and the solution in safe okay is unsafe and the solution in this<00:42:16.099><c> case</c><00:42:16.160><c> to</c><00:42:16.910><c> increase</c><00:42:17.269><c> the</c><00:42:17.420><c> depth</c><00:42:17.630><c> and</c><00:42:17.869><c> in</c> this case to increase the depth and in this case to increase the depth and in some<00:42:19.039><c> cases</c><00:42:19.249><c> also</c><00:42:19.670><c> if</c><00:42:19.759><c> you</c><00:42:19.849><c> cannot</c><00:42:20.119><c> increase</c> some cases also if you cannot increase some cases also if you cannot increase the<00:42:20.509><c> depths</c><00:42:20.869><c> you</c><00:42:20.930><c> can</c><00:42:21.140><c> increase</c><00:42:21.410><c> the</c> the depths you can increase the the depths you can increase the reinforcement<00:42:22.309><c> because</c><00:42:22.460><c> it</c><00:42:22.819><c> will</c><00:42:22.970><c> will</c><00:42:23.690><c> help</c> reinforcement because it will will help reinforcement because it will will help the<00:42:24.829><c> tool</c><00:42:25.239><c> makes</c><00:42:26.239><c> it</c><00:42:26.390><c> flex</c><00:42:26.660><c> and</c><00:42:26.869><c> more</c><00:42:27.049><c> safe</c> the tool makes it flex and more safe the tool makes it flex and more safe because<00:42:28.249><c> it</c><00:42:28.519><c> will</c><00:42:28.670><c> affect</c><00:42:28.819><c> this</c><00:42:29.329><c> value</c><00:42:29.749><c> of</c><00:42:29.839><c> FS</c> because it will affect this value of FS because it will affect this value of FS okay this<00:42:34.450><c> is</c><00:42:34.690><c> the</c><00:42:34.930><c> end</c><00:42:35.259><c> of</c><00:42:35.890><c> our</c><00:42:36.279><c> present</c> this is the end of our present this is the end of our present station<00:42:37.580><c> today</c><00:42:37.880><c> the</c><00:42:38.690><c> coming</c><00:42:38.990><c> one</c><00:42:39.170><c> we</c><00:42:39.410><c> were</c> station today the coming one we were station today the coming one we were women<00:42:39.860><c> to</c><00:42:39.950><c> talk</c><00:42:40.130><c> about</c><00:42:40.360><c> real</c><00:42:41.360><c> example</c><00:42:42.050><c> and</c><00:42:42.340><c> how</c> women to talk about real example and how women to talk about real example and how to<00:42:44.650><c> solve</c><00:42:45.650><c> a</c><00:42:46.040><c> problem</c><00:42:46.370><c> with</c><00:42:47.030><c> simply</c><00:42:47.750><c> supported</c> to solve a problem with simply supported to solve a problem with simply supported one-way<00:42:48.950><c> slab</c><00:42:49.340><c> and</c><00:42:49.610><c> then</c><00:42:50.330><c> we</c><00:42:50.480><c> will</c><00:42:50.600><c> have</c><00:42:50.780><c> a</c> one-way slab and then we will have a one-way slab and then we will have a second<00:42:51.200><c> example</c><00:42:51.560><c> about</c><00:42:51.920><c> how</c><00:42:52.850><c> to</c><00:42:53.840><c> solve</c><00:42:54.230><c> a</c> second example about how to solve a second example about how to solve a continuous<00:42:55.190><c> one-way</c><00:42:55.970><c> slab</c><00:42:56.270><c> thank</c><00:42:56.570><c> you</c><00:42:56.780><c> and</c> continuous one-way slab thank you and continuous one-way slab thank you and see<00:42:57.200><c> you</c><00:42:57.290><c> in</c><00:42:57.350><c> a</c><00:42:57.800><c> minute</c><00:42:57.980><c> video</c>
12	8McmmbajEaQ	Design of Reinforced Concrete Solid Slabs (Part 2) - Simply Supported One-Way Slab - Worked Example	https://www.youtube.com/watch?v=8McmmbajEaQ	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
13	DA4IhyRA8WE	Design of Reinforced Concrete Solid Slabs (Part 3) - Continuous One-Way Slab - Worked Example	https://www.youtube.com/watch?v=DA4IhyRA8WE	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
14	J2XB58PZtqY	Design of Reinforced Concrete Two-Way Solid Slabs using BS8110 Code (Part 1)	https://www.youtube.com/watch?v=J2XB58PZtqY	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
15	4n_C6iqGJq8	Design of Reinforced Concrete Two-Way Solid Slabs (Part 2) - Simply Supported - Worked Example	https://www.youtube.com/watch?v=4n_C6iqGJq8	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
16	ylxLBR6AtMo	Design of Reinforced Concrete Two-Way Solid Slabs (Part 3) - Continuous Slabs - Worked Example	https://www.youtube.com/watch?v=ylxLBR6AtMo	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
17	tIZP-tX9b3Y	One Way and Two Way Slabs	https://www.youtube.com/watch?v=tIZP-tX9b3Y	One_Way_and_Two_Way_Slabs.en.vtt	good<00:00:01.120><c> morning</c><00:00:01.520><c> everyone</c><00:00:02.000><c> this</c><00:00:02.080><c> is</c><00:00:02.240><c> dr</c><00:00:02.560><c> sharif</c> good morning everyone this is dr sharif good morning everyone this is dr sharif gamal<00:00:03.439><c> and</c><00:00:03.600><c> today</c><00:00:03.919><c> i'm</c><00:00:04.080><c> going</c><00:00:04.319><c> to</c><00:00:04.480><c> give</c><00:00:04.640><c> you</c> gamal and today i'm going to give you gamal and today i'm going to give you a<00:00:05.200><c> very</c><00:00:05.520><c> short</c><00:00:05.839><c> video</c><00:00:06.319><c> about</c><00:00:07.440><c> one-way</c> a very short video about one-way a very short video about one-way and<00:00:08.559><c> two-way</c><00:00:09.280><c> solid</c><00:00:09.679><c> slabs</c> and two-way solid slabs and two-way solid slabs in<00:00:12.240><c> one-way</c><00:00:12.639><c> solid</c><00:00:13.120><c> slab</c> in one-way solid slab in one-way solid slab they<00:00:15.360><c> deflect</c><00:00:15.839><c> in</c><00:00:16.000><c> one</c><00:00:16.160><c> direction</c><00:00:17.039><c> as</c><00:00:17.199><c> you</c><00:00:17.359><c> can</c> they deflect in one direction as you can they deflect in one direction as you can see<00:00:17.760><c> here</c> see here see here however<00:00:19.359><c> for</c><00:00:19.840><c> two-way</c><00:00:20.320><c> solid</c><00:00:20.720><c> slabs</c><00:00:21.359><c> they</c> however for two-way solid slabs they however for two-way solid slabs they deflect<00:00:22.080><c> in</c><00:00:22.240><c> both</c> deflect in both deflect in both directions<00:00:25.359><c> for</c><00:00:25.599><c> one-way</c><00:00:26.000><c> solid</c><00:00:26.400><c> slabs</c><00:00:26.800><c> loads</c> directions for one-way solid slabs loads directions for one-way solid slabs loads go go go to<00:00:28.320><c> one</c><00:00:28.560><c> direction</c><00:00:29.199><c> only</c><00:00:30.000><c> however</c><00:00:30.640><c> for</c> to one direction only however for to one direction only however for two-way<00:00:31.439><c> solid</c><00:00:31.920><c> slabs</c> two-way solid slabs two-way solid slabs loads<00:00:33.360><c> go</c><00:00:33.600><c> to</c><00:00:33.920><c> both</c><00:00:34.160><c> directions</c><00:00:34.960><c> as</c><00:00:35.120><c> you</c><00:00:35.280><c> can</c> loads go to both directions as you can loads go to both directions as you can see<00:00:35.680><c> here</c> see here see here and<00:00:37.280><c> one-way</c><00:00:37.600><c> solid</c><00:00:38.079><c> slabs</c><00:00:39.040><c> we</c><00:00:39.360><c> design</c><00:00:39.920><c> for</c> and one-way solid slabs we design for and one-way solid slabs we design for minister<00:00:40.960><c> reinforcement</c><00:00:42.000><c> in</c><00:00:42.160><c> one</c><00:00:42.399><c> direction</c> minister reinforcement in one direction minister reinforcement in one direction only only only and<00:00:44.879><c> in</c><00:00:45.039><c> the</c><00:00:45.200><c> other</c><00:00:45.440><c> direction</c><00:00:46.399><c> we</c><00:00:46.640><c> use</c> and in the other direction we use and in the other direction we use minimum<00:00:47.360><c> steel</c> minimum steel minimum steel reinforcement<00:00:49.680><c> without</c><00:00:50.160><c> design</c><00:00:50.719><c> we</c><00:00:50.879><c> just</c> reinforcement without design we just reinforcement without design we just have<00:00:51.440><c> to</c><00:00:51.600><c> satisfy</c><00:00:52.480><c> the</c><00:00:52.719><c> code</c><00:00:52.960><c> requirement</c><00:00:53.840><c> for</c> have to satisfy the code requirement for have to satisfy the code requirement for minimum<00:00:54.719><c> steer</c><00:00:54.960><c> reinforcement</c> minimum steer reinforcement minimum steer reinforcement however<00:00:57.039><c> for</c><00:00:57.360><c> two-way</c><00:00:57.840><c> slabs</c><00:00:58.399><c> you</c><00:00:58.640><c> have</c><00:00:58.800><c> to</c> however for two-way slabs you have to however for two-way slabs you have to design<00:00:59.520><c> for</c> design for design for both<00:01:00.640><c> directions</c><00:01:02.000><c> mainly</c><00:01:02.320><c> steel</c><00:01:02.719><c> in</c><00:01:02.879><c> the</c> both directions mainly steel in the both directions mainly steel in the short<00:01:03.359><c> direction</c><00:01:04.000><c> we</c><00:01:04.159><c> call</c><00:01:04.400><c> it</c><00:01:04.559><c> many</c><00:01:04.799><c> steel</c> short direction we call it many steel short direction we call it many steel one one one it<00:01:06.159><c> will</c><00:01:06.320><c> be</c><00:01:06.560><c> at</c><00:01:07.200><c> the</c><00:01:07.360><c> bottom</c><00:01:07.760><c> layer</c><00:01:08.560><c> above</c> it will be at the bottom layer above it will be at the bottom layer above this<00:01:09.280><c> layer</c><00:01:09.680><c> you</c><00:01:09.840><c> will</c><00:01:10.000><c> have</c> this layer you will have this layer you will have a<00:01:10.560><c> mini</c><00:01:10.880><c> steel</c><00:01:11.680><c> but</c><00:01:11.920><c> we</c><00:01:12.080><c> call</c><00:01:12.400><c> it</c><00:01:12.720><c> mary</c><00:01:13.040><c> steel</c> a mini steel but we call it mary steel a mini steel but we call it mary steel main<00:01:14.240><c> steel</c><00:01:14.880><c> two</c> all<00:01:17.600><c> two-way</c><00:01:18.080><c> slabs</c><00:01:18.640><c> should</c><00:01:18.799><c> be</c><00:01:19.040><c> supported</c><00:01:19.759><c> on</c> all two-way slabs should be supported on all two-way slabs should be supported on four<00:01:21.200><c> edges</c><00:01:22.080><c> however</c> four edges however four edges however one-way<00:01:24.000><c> slabs</c><00:01:25.040><c> could</c><00:01:25.280><c> be</c><00:01:25.439><c> supported</c><00:01:26.240><c> on</c> one-way slabs could be supported on one-way slabs could be supported on one<00:01:26.960><c> edge</c><00:01:27.360><c> or</c><00:01:27.680><c> two</c><00:01:28.159><c> or</c><00:01:28.479><c> four</c><00:01:28.960><c> edges</c><00:01:29.520><c> as</c><00:01:29.759><c> we</c><00:01:30.000><c> can</c> one edge or two or four edges as we can one edge or two or four edges as we can see<00:01:31.200><c> now</c><00:01:32.479><c> types</c><00:01:32.880><c> of</c><00:01:33.119><c> one-way</c> see now types of one-way see now types of one-way slabs<00:01:35.439><c> based</c><00:01:35.759><c> on</c><00:01:36.000><c> the</c><00:01:36.159><c> supports</c> slabs based on the supports slabs based on the supports it<00:01:37.439><c> can</c><00:01:37.680><c> be</c><00:01:37.840><c> supported</c><00:01:38.799><c> on</c><00:01:39.200><c> one</c><00:01:39.520><c> edge</c><00:01:39.920><c> and</c><00:01:40.079><c> this</c> it can be supported on one edge and this it can be supported on one edge and this will<00:01:40.560><c> be</c> will be will be the<00:01:41.119><c> case</c><00:01:41.439><c> of</c><00:01:41.600><c> a</c><00:01:41.759><c> cantilever</c><00:01:43.040><c> it</c><00:01:43.280><c> is</c><00:01:43.360><c> a</c><00:01:43.520><c> special</c> the case of a cantilever it is a special the case of a cantilever it is a special case<00:01:44.399><c> of</c><00:01:44.640><c> one-way</c><00:01:45.200><c> slab</c><00:01:45.600><c> because</c> case of one-way slab because case of one-way slab because loads<00:01:47.439><c> are</c><00:01:48.320><c> going</c><00:01:48.720><c> only</c><00:01:49.040><c> to</c><00:01:49.200><c> one</c><00:01:49.360><c> direction</c> loads are going only to one direction loads are going only to one direction direction<00:01:50.799><c> and</c><00:01:50.960><c> it</c><00:01:51.200><c> is</c><00:01:51.280><c> supported</c><00:01:52.399><c> on</c><00:01:52.880><c> one</c> direction and it is supported on one direction and it is supported on one beam<00:01:53.840><c> however</c><00:01:54.320><c> in</c><00:01:54.479><c> this</c><00:01:54.720><c> case</c><00:01:55.040><c> you</c><00:01:55.200><c> should</c><00:01:55.439><c> be</c> beam however in this case you should be beam however in this case you should be careful<00:01:56.079><c> when</c><00:01:56.240><c> you</c> careful when you careful when you calculate<00:01:57.360><c> for</c><00:01:57.520><c> the</c><00:01:57.680><c> moment</c><00:01:58.079><c> because</c><00:01:58.399><c> this</c><00:01:58.640><c> is</c> calculate for the moment because this is calculate for the moment because this is a<00:01:58.799><c> special</c><00:01:59.360><c> case</c><00:01:59.600><c> this</c> a special case this a special case this can<00:02:00.079><c> deliver</c><00:02:01.119><c> and</c><00:02:01.439><c> if</c><00:02:01.600><c> you</c><00:02:01.680><c> have</c><00:02:01.840><c> a</c><00:02:01.920><c> cantilever</c> can deliver and if you have a cantilever can deliver and if you have a cantilever under<00:02:02.960><c> uniform</c><00:02:03.600><c> load</c> under uniform load under uniform load the<00:02:04.799><c> maximum</c><00:02:05.280><c> bending</c><00:02:05.680><c> moment</c><00:02:06.079><c> will</c><00:02:06.320><c> be</c><00:02:06.640><c> a</c> the maximum bending moment will be a the maximum bending moment will be a negative<00:02:07.200><c> moment</c><00:02:07.600><c> of</c><00:02:07.840><c> wl</c><00:02:08.479><c> square</c> negative moment of wl square negative moment of wl square over<00:02:09.920><c> two</c><00:02:11.360><c> also</c><00:02:11.920><c> one-way</c><00:02:12.400><c> slabs</c> over two also one-way slabs over two also one-way slabs could<00:02:13.680><c> be</c><00:02:13.840><c> supported</c><00:02:14.480><c> on</c><00:02:15.120><c> two</c><00:02:15.680><c> edges</c> could be supported on two edges could be supported on two edges as<00:02:16.879><c> you</c><00:02:17.040><c> can</c><00:02:17.200><c> see</c><00:02:17.440><c> here</c><00:02:17.760><c> it</c><00:02:17.840><c> could</c><00:02:18.000><c> be</c><00:02:18.239><c> two</c> as you can see here it could be two as you can see here it could be two beams<00:02:18.800><c> or</c><00:02:19.120><c> two</c><00:02:19.360><c> walls</c> beams or two walls beams or two walls so<00:02:20.560><c> in</c><00:02:20.800><c> this</c><00:02:21.040><c> case</c><00:02:21.360><c> it</c><00:02:21.520><c> will</c><00:02:21.680><c> be</c><00:02:21.920><c> also</c> so in this case it will be also so in this case it will be also classified<00:02:23.440><c> as</c> classified as classified as one-way<00:02:24.720><c> slabs</c><00:02:25.599><c> regardless</c><00:02:26.640><c> the</c><00:02:27.040><c> dimensions</c> one-way slabs regardless the dimensions one-way slabs regardless the dimensions so<00:02:28.720><c> even</c><00:02:29.120><c> if</c><00:02:29.280><c> you</c><00:02:29.440><c> have</c><00:02:29.840><c> this</c><00:02:30.080><c> dimension</c><00:02:31.200><c> is</c> so even if you have this dimension is so even if you have this dimension is greater<00:02:31.840><c> than</c><00:02:32.080><c> the</c><00:02:32.239><c> other</c><00:02:32.480><c> dimension</c><00:02:33.120><c> it</c><00:02:33.280><c> is</c> greater than the other dimension it is greater than the other dimension it is still still still one-way<00:02:34.840><c> slab</c><00:02:35.760><c> and</c><00:02:36.319><c> the</c><00:02:36.480><c> loads</c><00:02:36.959><c> will</c><00:02:37.200><c> go</c><00:02:37.440><c> to</c> one-way slab and the loads will go to one-way slab and the loads will go to the<00:02:38.800><c> the</c><00:02:38.959><c> two</c><00:02:39.519><c> beams</c><00:02:40.000><c> or</c><00:02:40.160><c> the</c><00:02:40.319><c> two</c> the the two beams or the two the the two beams or the two edges<00:02:42.640><c> the</c><00:02:43.360><c> famous</c><00:02:43.840><c> one</c><00:02:44.080><c> when</c><00:02:44.319><c> you</c><00:02:44.560><c> have</c> edges the famous one when you have edges the famous one when you have a<00:02:46.000><c> slab</c><00:02:46.400><c> supported</c><00:02:47.120><c> on</c><00:02:48.000><c> four</c> a slab supported on four a slab supported on four edges<00:02:50.080><c> this</c><00:02:50.720><c> slab</c><00:02:51.120><c> can</c><00:02:51.360><c> be</c><00:02:51.519><c> classified</c><00:02:52.319><c> as</c> edges this slab can be classified as edges this slab can be classified as one<00:02:53.200><c> way</c><00:02:53.519><c> or</c><00:02:53.760><c> two</c><00:02:54.000><c> way</c><00:02:54.480><c> based</c><00:02:54.800><c> on</c><00:02:55.120><c> the</c> one way or two way based on the one way or two way based on the dimensions dimensions dimensions so<00:02:57.440><c> it</c><00:02:57.599><c> can</c><00:02:57.760><c> be</c><00:02:58.000><c> classified</c><00:02:58.720><c> as</c><00:02:58.959><c> one</c><00:02:59.200><c> way</c><00:02:59.519><c> if</c> so it can be classified as one way if so it can be classified as one way if the<00:03:00.159><c> longest</c><00:03:00.640><c> band</c><00:03:00.959><c> divided</c><00:03:01.519><c> by</c><00:03:01.680><c> the</c><00:03:01.840><c> short</c> the longest band divided by the short the longest band divided by the short span span span is<00:03:03.280><c> greater</c><00:03:04.560><c> than</c><00:03:05.599><c> two</c> is greater than two is greater than two in<00:03:07.200><c> these</c><00:03:07.519><c> two</c><00:03:07.760><c> cases</c><00:03:08.720><c> loads</c><00:03:09.280><c> if</c><00:03:09.440><c> you</c><00:03:09.519><c> are</c> in these two cases loads if you are in these two cases loads if you are talking<00:03:10.080><c> about</c><00:03:10.400><c> simply</c><00:03:10.800><c> supported</c> talking about simply supported talking about simply supported span<00:03:12.480><c> so</c><00:03:12.879><c> under</c><00:03:13.200><c> this</c><00:03:13.440><c> load</c><00:03:13.680><c> here</c><00:03:13.920><c> the</c><00:03:14.080><c> maximum</c> span so under this load here the maximum span so under this load here the maximum moment<00:03:14.879><c> will</c><00:03:15.040><c> be</c><00:03:15.200><c> wl</c><00:03:15.760><c> square</c> moment will be wl square moment will be wl square over<00:03:16.480><c> eight</c><00:03:17.280><c> however</c><00:03:17.760><c> for</c><00:03:18.000><c> a</c><00:03:18.080><c> case</c><00:03:18.319><c> of</c><00:03:18.480><c> a</c> over eight however for a case of a over eight however for a case of a cantilever<00:03:19.200><c> it</c><00:03:19.280><c> is</c><00:03:19.440><c> minus</c><00:03:19.840><c> wl</c><00:03:20.400><c> square</c> cantilever it is minus wl square cantilever it is minus wl square over<00:03:21.760><c> two</c><00:03:23.120><c> now</c><00:03:23.440><c> if</c><00:03:23.680><c> you</c><00:03:23.920><c> have</c> over two now if you have over two now if you have a<00:03:24.799><c> slab</c><00:03:25.120><c> supported</c><00:03:25.840><c> on</c><00:03:26.480><c> four</c><00:03:27.040><c> edges</c> a slab supported on four edges a slab supported on four edges how<00:03:28.400><c> to</c><00:03:28.640><c> classify</c><00:03:29.280><c> if</c><00:03:29.440><c> this</c><00:03:29.680><c> is</c><00:03:29.840><c> one</c><00:03:30.080><c> way</c><00:03:30.319><c> or</c> how to classify if this is one way or how to classify if this is one way or two<00:03:30.720><c> way</c> two way two way this<00:03:31.760><c> is</c><00:03:32.000><c> easy</c><00:03:33.280><c> if</c><00:03:33.519><c> the</c><00:03:33.840><c> long</c><00:03:34.239><c> span</c><00:03:34.640><c> divided</c><00:03:35.120><c> by</c> this is easy if the long span divided by this is easy if the long span divided by the<00:03:35.440><c> shortest</c><00:03:35.920><c> span</c><00:03:36.239><c> is</c><00:03:36.319><c> greater</c><00:03:36.799><c> than</c><00:03:37.040><c> two</c> the shortest span is greater than two the shortest span is greater than two this<00:03:37.760><c> will</c><00:03:37.920><c> be</c><00:03:38.080><c> classified</c><00:03:38.799><c> as</c><00:03:39.040><c> one-way</c><00:03:39.519><c> slab</c> this will be classified as one-way slab this will be classified as one-way slab and<00:03:40.159><c> the</c><00:03:40.319><c> load</c> and the load and the load will<00:03:41.680><c> go</c><00:03:42.080><c> in</c><00:03:42.239><c> the</c><00:03:42.400><c> short</c><00:03:42.720><c> direction</c><00:03:43.280><c> of</c><00:03:43.440><c> the</c> will go in the short direction of the will go in the short direction of the slab slab slab however<00:03:45.519><c> if</c><00:03:45.760><c> the</c><00:03:46.159><c> long</c><00:03:46.640><c> span</c><00:03:47.280><c> divided</c><00:03:47.840><c> by</c><00:03:48.000><c> the</c> however if the long span divided by the however if the long span divided by the shortest<00:03:48.720><c> span</c> shortest span shortest span is<00:03:49.360><c> less</c><00:03:49.599><c> than</c><00:03:49.760><c> or</c><00:03:50.000><c> equal</c><00:03:50.400><c> to</c><00:03:51.599><c> this</c><00:03:51.840><c> one</c><00:03:52.080><c> will</c> is less than or equal to this one will is less than or equal to this one will be<00:03:52.480><c> classified</c> be classified be classified as<00:03:53.680><c> two-way</c><00:03:54.239><c> slabs</c><00:03:55.200><c> and</c><00:03:55.519><c> the</c><00:03:55.680><c> loads</c><00:03:56.080><c> will</c><00:03:56.319><c> go</c> as two-way slabs and the loads will go as two-way slabs and the loads will go in<00:03:57.120><c> both</c><00:03:57.519><c> directions</c><00:03:58.319><c> and</c><00:03:58.640><c> we</c><00:03:58.799><c> design</c><00:03:59.360><c> for</c> in both directions and we design for in both directions and we design for steer<00:03:59.920><c> reinforcement</c> steer reinforcement steer reinforcement in<00:04:01.519><c> both</c><00:04:01.840><c> directions</c><00:04:03.120><c> thank</c><00:04:03.360><c> you</c> in both directions thank you in both directions thank you this<00:04:04.080><c> is</c><00:04:04.239><c> the</c><00:04:04.400><c> end</c><00:04:04.640><c> of</c><00:04:05.200><c> this</c><00:04:05.519><c> short</c> this is the end of this short this is the end of this short presentation<00:04:06.799><c> i</c><00:04:06.959><c> hope</c><00:04:07.280><c> that</c><00:04:07.439><c> you</c><00:04:07.599><c> enjoyed</c> presentation i hope that you enjoyed presentation i hope that you enjoyed seeing<00:04:09.200><c> this</c><00:04:09.439><c> video</c><00:04:10.000><c> looking</c><00:04:10.400><c> forward</c><00:04:10.799><c> to</c><00:04:10.959><c> see</c> seeing this video looking forward to see seeing this video looking forward to see you<00:04:11.360><c> in</c><00:04:11.519><c> a</c><00:04:11.599><c> coming</c> you in a coming you in a coming video<00:04:13.360><c> and</c><00:04:14.840><c> goodbye</c>
18	Nk6qq357ZSQ	Design of Reinforced Concrete Beams (Part 1)	https://www.youtube.com/watch?v=Nk6qq357ZSQ	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
19	KV8HrXZ0j6A	Design of Reinforced Concrete Beams (Part 2)- Design Example	https://www.youtube.com/watch?v=KV8HrXZ0j6A	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
20	TgVVpJ_CjjM	Design of Reinforced Concrete Beams (Part 3)- Continuous Beams	https://www.youtube.com/watch?v=TgVVpJ_CjjM	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
21	QS3MS4ScFEM	Design of Reinforced Concrete Beams - Transfer Loads - Bending Moment - Design - Reinforcement	https://www.youtube.com/watch?v=QS3MS4ScFEM	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
22	ZjBTG79wO0U	Design of Reinforced Concrete Columns (Part 1)	https://www.youtube.com/watch?v=ZjBTG79wO0U	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
23	ou7_1hgT92Q	Design of Reinforced Concrete Columns (Part 2)	https://www.youtube.com/watch?v=ou7_1hgT92Q	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
24	5NwuSBmDWjU	Design Of RC Columns (Part 3) (Uni-Axial and Bi-Axial Moments)	https://www.youtube.com/watch?v=5NwuSBmDWjU	Design_Of_RC_Columns_Part_3_Uni-Axial_and_Bi-Axial_Moments.en.vtt	High <00:00:00.847><c>Wycombe </c><00:00:01.694><c>Mowgli </c><00:00:02.541><c>was </c><00:00:03.388><c>like</c> High Wycombe Mowgli was like High Wycombe Mowgli was like becoming <00:00:03.942><c>your </c><00:00:04.284><c>game </c><00:00:04.626><c>and </c><00:00:04.968><c>yay </c><00:00:05.310><c>yay</c> becoming your game and yay yay becoming your game and yay yay tricot <00:00:06.294><c>donated </c><00:00:06.648><c>redesign </c><00:00:07.002><c>and </c><00:00:07.356><c>this </c><00:00:07.710><c>could </c><00:00:08.064><c>I</c> tricot donated redesign and this could I tricot donated redesign and this could I did <00:00:08.979><c>you </c><00:00:09.359><c>partner </c><00:00:09.739><c>of </c><00:00:10.119><c>three </c><00:00:10.499><c>ego </c><00:00:10.879><c>is </c><00:00:11.259><c>also </c><00:00:11.639><c>long</c> did you partner of three ego is also long did you partner of three ego is also long in <00:00:12.280><c>post </c><00:00:12.560><c>concrete </c><00:00:12.840><c>caland</c> in post concrete caland in post concrete caland and <00:00:14.438><c>this </c><00:00:14.746><c>video </c><00:00:15.054><c>and </c><00:00:15.362><c>born </c><00:00:15.670><c>to </c><00:00:15.978><c>come </c><00:00:16.286><c>out</c> and this video and born to come out and this video and born to come out auto design auto design auto design of <00:00:19.087><c>our </c><00:00:19.514><c>barely </c><00:00:19.941><c>unique </c><00:00:20.368><c>peel</c> of our barely unique peel of our barely unique peel death <00:00:22.299><c>and </c><00:00:22.819><c>balance </c><00:00:23.339><c>other </c><00:00:23.859><c>bytes </c><00:00:24.379><c>in </c><00:00:24.899><c>runs</c> death and balance other bytes in runs death and balance other bytes in runs okay <00:00:27.890><c>and </c><00:00:28.450><c>audio </c><00:00:29.010><c>Linda </c><00:00:29.570><c>BBS </c><00:00:30.130><c>videos </c><00:00:30.690><c>Whittle</c> okay and audio Linda BBS videos Whittle okay and audio Linda BBS videos Whittle built <00:00:31.430><c>it </c><00:00:31.780><c>already </c><00:00:32.130><c>survival</c> built it already survival built it already survival column <00:00:33.756><c>design </c><00:00:34.362><c>according </c><00:00:34.968><c>to </c><00:00:35.574><c>see </c><00:00:36.180><c>before</c> column design according to see before column design according to see before they <00:00:36.700><c>die </c><00:00:37.100><c>currency </c><00:00:37.500><c>shortcut </c><00:00:37.900><c>remained </c><00:00:38.300><c>this </c><00:00:38.700><c>all</c> they die currency shortcut remained this all they die currency shortcut remained this all our <00:00:39.137><c>free </c><00:00:39.454><c>category </c><00:00:39.771><c>is </c><00:00:40.088><c>the </c><00:00:40.405><c>films </c><00:00:40.722><c>too </c><00:00:41.039><c>little</c> our free category is the films too little our free category is the films too little was <00:00:41.618><c>calm </c><00:00:41.956><c>they </c><00:00:42.294><c>amber </c><00:00:42.632><c>only </c><00:00:42.970><c>action </c><00:00:43.308><c>never </c><00:00:43.646><c>was</c> was calm they amber only action never was was calm they amber only action never was there <00:00:44.263><c>a </c><00:00:44.486><c>moment </c><00:00:44.709><c>and </c><00:00:44.932><c>it </c><00:00:45.155><c>is </c><00:00:45.378><c>in </c><00:00:45.601><c>kisses </c><00:00:45.824><c>you </c><00:00:46.047><c>to</c> there a moment and it is in kisses you to there a moment and it is in kisses you to our <00:00:46.589><c>stand </c><00:00:46.979><c>keep</c> our stand keep our stand keep Arie <00:00:47.820><c>us </c><00:00:48.060><c>look </c><00:00:48.300><c>I </c><00:00:48.540><c>can </c><00:00:48.780><c>see </c><00:00:49.020><c>a </c><00:00:49.260><c>beast </c><00:00:49.500><c>I</c> Arie us look I can see a beast I Arie us look I can see a beast I had <00:00:49.830><c>access</c> category <00:00:53.003><c>number </c><00:00:53.267><c>to </c><00:00:53.531><c>call </c><00:00:53.795><c>on </c><00:00:54.059><c>supporting</c> category number to call on supporting category number to call on supporting that <00:00:54.770><c>book </c><00:00:55.030><c>symmetrical </c><00:00:55.290><c>with </c><00:00:55.550><c>I </c><00:00:55.810><c>have </c><00:00:56.070><c>a</c> that book symmetrical with I have a that book symmetrical with I have a range <00:00:56.490><c>mentor </c><00:00:56.790><c>games </c><00:00:57.090><c>but</c> range mentor games but range mentor games but this <00:00:58.812><c>took </c><00:00:59.094><c>a </c><00:00:59.376><c>long </c><00:00:59.658><c>time </c><00:00:59.940><c>Mr </c><00:01:00.222><c>Cito </c><00:01:00.504><c>and </c><00:01:00.786><c>2 </c><00:01:01.068><c>is </c><00:01:01.350><c>3</c> this took a long time Mr Cito and 2 is 3 this took a long time Mr Cito and 2 is 3 the <00:01:02.348><c>cozy </c><00:01:02.626><c>love </c><00:01:02.904><c>it </c><00:01:03.182><c>so </c><00:01:03.460><c>with </c><00:01:03.738><c>who </c><00:01:04.016><c>in</c> the cozy love it so with who in the cozy love it so with who in Europe <00:01:04.626><c>and </c><00:01:05.142><c>in </c><00:01:05.658><c>the </c><00:01:06.174><c>toe </c><00:01:06.690><c>who </c><00:01:07.206><c>if </c><00:01:07.722><c>you </c><00:01:08.238><c>want </c><00:01:08.754><c>more</c> Europe and in the toe who if you want more Europe and in the toe who if you want more information <00:01:09.310><c>about </c><00:01:09.650><c>their </c><00:01:09.990><c>first </c><00:01:10.330><c>and </c><00:01:10.670><c>she </c><00:01:11.010><c>can</c> information about their first and she can information about their first and she can Katie <00:01:11.580><c>Greek </c><00:01:11.970><c>and</c> Katie Greek and Katie Greek and onc <00:01:12.924><c>widow </c><00:01:13.278><c>just </c><00:01:13.632><c>took </c><00:01:13.986><c>a </c><00:01:14.340><c>video</c> onc widow just took a video onc widow just took a video another <00:01:15.374><c>toe </c><00:01:15.839><c>produces </c><00:01:16.304><c>in </c><00:01:16.769><c>this </c><00:01:17.234><c>video </c><00:01:17.699><c>we</c> another toe produces in this video we another toe produces in this video we complete <00:01:18.720><c>pallet</c> complete pallet complete pallet so <00:01:20.384><c>there </c><00:01:20.789><c>waist </c><00:01:21.194><c>of </c><00:01:21.599><c>columns </c><00:01:22.004><c>Luxor </c><00:01:22.409><c>Alan</c> so there waist of columns Luxor Alan so there waist of columns Luxor Alan support team support team support team fclose <00:01:24.552><c>and </c><00:01:25.104><c>June </c><00:01:25.656><c>ex </c><00:01:26.208><c>no </c><00:01:26.760><c>binding,</c> fclose and June ex no binding, fclose and June ex no binding, so <00:01:28.248><c>this </c><00:01:28.536><c>is </c><00:01:28.824><c>a </c><00:01:29.112><c>simple </c><00:01:29.400><c>car </c><00:01:29.688><c>that </c><00:01:29.976><c>is </c><00:01:30.264><c>calm,</c> so this is a simple car that is calm, so this is a simple car that is calm, very <00:01:30.832><c>out </c><00:01:31.034><c>of </c><00:01:31.236><c>the </c><00:01:31.438><c>printer</c> very out of the printer very out of the printer war, <00:01:33.170><c>so </c><00:01:33.370><c>it </c><00:01:33.570><c>can </c><00:01:33.770><c>be </c><00:01:33.970><c>a </c><00:01:34.170><c>supporting</c> war, so it can be a supporting war, so it can be a supporting auction, <00:01:35.080><c>dead, </c><00:01:35.450><c>and </c><00:01:35.820><c>your </c><00:01:36.190><c>action </c><00:01:36.560><c>and </c><00:01:36.930><c>binding</c> auction, dead, and your action and binding auction, dead, and your action and binding to <00:01:37.640><c>all </c><00:01:37.930><c>sixaxis </c><00:01:38.220><c>over</c> to all sixaxis over to all sixaxis over so <00:01:39.575><c>long </c><00:01:40.060><c>actions </c><00:01:40.545><c>and </c><00:01:41.030><c>this </c><00:01:41.515><c>campaign, </c><00:01:42.000><c>public</c> so long actions and this campaign, public so long actions and this campaign, public balance <00:01:42.672><c>on </c><00:01:42.894><c>also </c><00:01:43.116><c>in </c><00:01:43.338><c>action </c><00:01:43.560><c>and </c><00:01:43.782><c>dead, </c><00:01:44.004><c>and</c> balance on also in action and dead, and balance on also in action and dead, and by <00:01:45.700><c>axial </c><00:01:46.250><c>binding, </c><00:01:46.800><c>and </c><00:01:47.350><c>with </c><00:01:47.900><c>axial </c><00:01:48.450><c>binding,</c> by axial binding, and with axial binding, by axial binding, and with axial binding, Yousfi, <00:01:49.290><c>sense </c><00:01:49.740><c>of </c><00:01:50.190><c>balance, </c><00:01:50.640><c>and </c><00:01:51.090><c>they, </c><00:01:51.540><c>Cormack, </c><00:01:51.990><c>score</c> Yousfi, sense of balance, and they, Cormack, score Yousfi, sense of balance, and they, Cormack, score McCallum's McCallum's McCallum's AX, <00:01:54.165><c>big </c><00:01:54.780><c>now, </c><00:01:55.395><c>Kenny, </c><00:01:56.010><c>and </c><00:01:56.625><c>ever </c><00:01:57.240><c>to, </c><00:01:57.855><c>by </c><00:01:58.470><c>action</c> AX, big now, Kenny, and ever to, by action AX, big now, Kenny, and ever to, by action and <00:01:59.310><c>moment, </c><00:01:59.580><c>of </c><00:01:59.850><c>course, </c><00:02:00.120><c>in </c><00:02:00.390><c>the </c><00:02:00.660><c>forest, </c><00:02:00.930><c>and </c><00:02:01.200><c>then </c><00:02:01.470><c>the</c> and moment, of course, in the forest, and then the and moment, of course, in the forest, and then the extreme <00:02:02.520><c>emergency,</c> extreme emergency, extreme emergency, okay, <00:02:05.045><c>so </c><00:02:05.470><c>different </c><00:02:05.895><c>is </c><00:02:06.320><c>category, </c><00:02:06.745><c>how </c><00:02:07.170><c>it </c><00:02:07.595><c>sees</c> okay, so different is category, how it sees okay, so different is category, how it sees the <00:02:08.155><c>furthest </c><00:02:08.530><c>Kees</c> the furthest Kees the furthest Kees chance <00:02:10.156><c>apart, </c><00:02:10.522><c>a </c><00:02:10.888><c>compressor, </c><00:02:11.254><c>strong </c><00:02:11.620><c>by</c> chance apart, a compressor, strong by chance apart, a compressor, strong by action <00:02:11.998><c>and </c><00:02:12.226><c>need </c><00:02:12.454><c>for </c><00:02:12.682><c>June </c><00:02:12.910><c>Excel</c> action and need for June Excel action and need for June Excel moment, <00:02:14.175><c>but </c><00:02:14.540><c>this </c><00:02:14.905><c>Callum </c><00:02:15.270><c>series </c><00:02:15.635><c>must </c><00:02:16.000><c>see</c> moment, but this Callum series must see moment, but this Callum series must see that <00:02:16.585><c>we </c><00:02:17.020><c>have </c><00:02:17.455><c>moment, </c><00:02:17.890><c>have </c><00:02:18.325><c>all </c><00:02:18.760><c>the</c> that we have moment, have all the that we have moment, have all the one <00:02:19.800><c>actions </c><00:02:20.030><c>and </c><00:02:20.260><c>could </c><00:02:20.490><c>be </c><00:02:20.720><c>easily </c><00:02:20.950><c>access</c> one actions and could be easily access one actions and could be easily access industrial lamps industrial lamps industrial lamps could <00:02:23.488><c>be </c><00:02:24.046><c>about </c><00:02:24.604><c>an </c><00:02:25.162><c>X-access </c><00:02:25.720><c>diocese,</c> could be about an X-access diocese, could be about an X-access diocese, his <00:02:27.640><c>column </c><00:02:28.480><c>bet </c><00:02:29.320><c>you </c><00:02:30.160><c>are </c><00:02:31.000><c>designing,</c> his column bet you are designing, his column bet you are designing, welcomes <00:02:31.355><c>you, </c><00:02:31.590><c>al-Kalaam </c><00:02:31.825><c>taste, </c><00:02:32.060><c>in </c><00:02:32.295><c>this </c><00:02:32.530><c>case </c><00:02:32.765><c>you</c> welcomes you, al-Kalaam taste, in this case you welcomes you, al-Kalaam taste, in this case you would <00:02:33.670><c>expect </c><00:02:34.060><c>to </c><00:02:34.450><c>her </c><00:02:34.840><c>tool </c><00:02:35.230><c>binding </c><00:02:35.620><c>man </c><00:02:36.010><c>is</c> would expect to her tool binding man is would expect to her tool binding man is binding <00:02:37.000><c>moment </c><00:02:37.300><c>about </c><00:02:37.600><c>a </c><00:02:37.900><c>Dutch </c><00:02:38.200><c>can </c><00:02:38.500><c>access</c> binding moment about a Dutch can access binding moment about a Dutch can access mustjes <00:02:39.370><c>and </c><00:02:39.820><c>blows </c><00:02:40.270><c>and </c><00:02:40.720><c>moment </c><00:02:41.170><c>Arosa</c> mustjes and blows and moment Arosa mustjes and blows and moment Arosa to <00:02:42.280><c>such </c><00:02:42.670><c>a </c><00:02:43.060><c>can </c><00:02:43.450><c>absolution </c><00:02:43.840><c>product </c><00:02:44.230><c>and </c><00:02:44.620><c>ex,</c> to such a can absolution product and ex, to such a can absolution product and ex, okay, <00:02:45.460><c>something </c><00:02:45.670><c>like </c><00:02:45.880><c>that </c><00:02:46.090><c>also </c><00:02:46.300><c>sees, </c><00:02:46.510><c>is </c><00:02:46.720><c>there </c><00:02:46.930><c>a </c><00:02:47.140><c>car </c><00:02:47.350><c>that </c><00:02:47.560><c>we </c><00:02:47.770><c>saw</c> okay, something like that also sees, is there a car that we saw okay, something like that also sees, is there a car that we saw this <00:02:48.418><c>Huyar, </c><00:02:48.826><c>richest </c><00:02:49.234><c>other </c><00:02:49.642><c>part, </c><00:02:50.050><c>part,</c> this Huyar, richest other part, part, this Huyar, richest other part, part, cat, <00:02:50.965><c>fox </c><00:02:51.430><c>5 </c><00:02:51.895><c>of </c><00:02:52.360><c>Collins,</c> there <00:02:55.663><c>is </c><00:02:55.906><c>the </c><00:02:56.149><c>wool </c><00:02:56.392><c>and </c><00:02:56.635><c>ex </c><00:02:56.878><c>drawn </c><00:02:57.121><c>and </c><00:02:57.364><c>you</c> there is the wool and ex drawn and you there is the wool and ex drawn and you extra <00:02:58.708><c>a </c><00:02:59.236><c>moment </c><00:02:59.764><c>Eefje's </c><00:03:00.292><c>heels </c><00:03:00.820><c>like</c> extra a moment Eefje's heels like extra a moment Eefje's heels like this this this to <00:03:02.691><c>the </c><00:03:03.032><c>action </c><00:03:03.373><c>and </c><00:03:03.714><c>lead </c><00:03:04.055><c>and </c><00:03:04.396><c>sam </c><00:03:04.737><c>your </c><00:03:05.078><c>action</c> to the action and lead and sam your action to the action and lead and sam your action and <00:03:05.440><c>men</c> and men and men reaction <00:03:06.408><c>a </c><00:03:06.656><c>moment </c><00:03:06.904><c>that </c><00:03:07.152><c>old </c><00:03:07.400><c>x </c><00:03:07.648><c>daily </c><00:03:07.896><c>in</c> reaction a moment that old x daily in reaction a moment that old x daily in this <00:03:08.585><c>case </c><00:03:09.000><c>referring </c><00:03:09.415><c>to </c><00:03:09.830><c>comment </c><00:03:10.245><c>by </c><00:03:10.660><c>a</c> this case referring to comment by a this case referring to comment by a wish <00:03:11.815><c>to </c><00:03:12.230><c>hit </c><00:03:12.645><c>like </c><00:03:13.060><c>this</c> wish to hit like this wish to hit like this okay <00:03:14.821><c>in </c><00:03:15.052><c>this </c><00:03:15.283><c>case </c><00:03:15.514><c>difficult </c><00:03:15.745><c>in </c><00:03:15.976><c>five </c><00:03:16.207><c>hours</c> okay in this case difficult in five hours okay in this case difficult in five hours lift <00:03:16.630><c>position </c><00:03:16.840><c>surround</c> lift position surround lift position surround under <00:03:18.073><c>site </c><00:03:18.437><c>and </c><00:03:18.801><c>some </c><00:03:19.165><c>time </c><00:03:19.529><c>you </c><00:03:19.893><c>left </c><00:03:20.257><c>inch</c> under site and some time you left inch under site and some time you left inch and <00:03:20.788><c>ears </c><00:03:20.956><c>then </c><00:03:21.124><c>b </c><00:03:21.292><c>o </c><00:03:21.460><c>come </c><00:03:21.628><c>there </c><00:03:21.796><c>once </c><00:03:21.964><c>a</c> and ears then b o come there once a and ears then b o come there once a so <00:03:22.720><c>Kemer </c><00:03:22.960><c>rehab </c><00:03:23.200><c>there </c><00:03:23.440><c>are </c><00:03:23.680><c>already </c><00:03:23.920><c>Kees </c><00:03:24.160><c>the </c><00:03:24.400><c>honor</c> so Kemer rehab there are already Kees the honor so Kemer rehab there are already Kees the honor in <00:03:25.381><c>this </c><00:03:25.672><c>case </c><00:03:25.963><c>we </c><00:03:26.254><c>had </c><00:03:26.545><c>compression </c><00:03:26.836><c>and </c><00:03:27.127><c>sit</c> in this case we had compression and sit in this case we had compression and sit on <00:03:27.746><c>the </c><00:03:28.152><c>road </c><00:03:28.558><c>and </c><00:03:28.964><c>it </c><00:03:29.370><c>in </c><00:03:29.776><c>Chanel </c><00:03:30.182><c>de </c><00:03:30.588><c>Botton </c><00:03:30.994><c>horse</c> on the road and it in Chanel de Botton horse on the road and it in Chanel de Botton horse and <00:03:31.529><c>this </c><00:03:31.819><c>is </c><00:03:32.109><c>and </c><00:03:32.399><c>not </c><00:03:32.689><c>Ranex </c><00:03:32.979><c>is </c><00:03:33.269><c>okay </c><00:03:33.559><c>yes </c><00:03:33.849><c>through</c> and this is and not Ranex is okay yes through and this is and not Ranex is okay yes through the <00:03:34.250><c>Praxis </c><00:03:34.470><c>week </c><00:03:34.690><c>and </c><00:03:34.910><c>see </c><00:03:35.130><c>our </c><00:03:35.350><c>students</c> the Praxis week and see our students the Praxis week and see our students scream <00:03:36.091><c>you </c><00:03:36.322><c>some </c><00:03:36.553><c>others </c><00:03:36.784><c>will </c><00:03:37.015><c>fight </c><00:03:37.246><c>their </c><00:03:37.477><c>demands</c> scream you some others will fight their demands scream you some others will fight their demands to <00:03:38.125><c>be </c><00:03:38.500><c>compression</c> to be compression to be compression others <00:03:39.301><c>will </c><00:03:39.532><c>for </c><00:03:39.763><c>an </c><00:03:39.994><c>action </c><00:03:40.225><c>to </c><00:03:40.456><c>be </c><00:03:40.687><c>tin</c> others will for an action to be tin others will for an action to be tin sign <00:03:41.365><c>is </c><00:03:41.860><c>trains</c> sign is trains sign is trains wesc <00:03:42.805><c>turnover </c><00:03:43.180><c>the </c><00:03:43.555><c>maximum </c><00:03:43.930><c>to </c><00:03:44.305><c>train </c><00:03:44.680><c>leftovers</c> wesc turnover the maximum to train leftovers wesc turnover the maximum to train leftovers they <00:03:45.875><c>concrete </c><00:03:46.140><c>is </c><00:03:46.405><c>the </c><00:03:46.670><c>maximum </c><00:03:46.935><c>discount </c><00:03:47.200><c>when</c> they concrete is the maximum discount when they concrete is the maximum discount when they <00:03:47.966><c>shot </c><00:03:48.342><c>again </c><00:03:48.718><c>2003</c> they shot again 2003 they shot again 2003 fire <00:03:50.439><c>and </c><00:03:50.889><c>his </c><00:03:51.339><c>life </c><00:03:51.789><c>or </c><00:03:52.239><c>missing</c> fire and his life or missing fire and his life or missing stimuli <00:03:53.010><c>has </c><00:03:53.270><c>something </c><00:03:53.530><c>cool </c><00:03:53.790><c>apps </c><00:03:54.050><c>and </c><00:03:54.310><c>an</c> stimuli has something cool apps and an stimuli has something cool apps and an essay <00:03:54.640><c>and </c><00:03:54.880><c>that </c><00:03:55.120><c>the </c><00:03:55.360><c>learning </c><00:03:55.600><c>or </c><00:03:55.840><c>the </c><00:03:56.080><c>and </c><00:03:56.320><c>kitchen</c> essay and that the learning or the and kitchen essay and that the learning or the and kitchen is <00:03:57.099><c>tale </c><00:03:57.399><c>of </c><00:03:57.699><c>a </c><00:03:57.999><c>game </c><00:03:58.299><c>it </c><00:03:58.599><c>could </c><00:03:58.899><c>also </c><00:03:59.199><c>be </c><00:03:59.499><c>combi</c> is tale of a game it could also be combi is tale of a game it could also be combi machines <00:04:00.184><c>telecom </c><00:04:00.629><c>has </c><00:04:01.074><c>such </c><00:04:01.519><c>a </c><00:04:01.964><c>test </c><00:04:02.409><c>and </c><00:04:02.854><c>so</c> machines telecom has such a test and so machines telecom has such a test and so the <00:04:03.467><c>showrooms </c><00:04:03.804><c>and </c><00:04:04.141><c>stress </c><00:04:04.478><c>block </c><00:04:04.815><c>Out </c><00:04:05.152><c>of </c><00:04:05.489><c>it </c><00:04:05.826><c>a</c> the showrooms and stress block Out of it a the showrooms and stress block Out of it a few <00:04:06.301><c>times </c><00:04:06.622><c>and </c><00:04:06.943><c>the </c><00:04:07.264><c>distance </c><00:04:07.585><c>sc </c><00:04:07.906><c>I </c><00:04:08.227><c>was</c> few times and the distance sc I was few times and the distance sc I was online <00:04:08.935><c>exor </c><00:04:09.400><c>thing </c><00:04:09.865><c>when </c><00:04:10.330><c>CBS </c><00:04:10.795><c>tattooed </c><00:04:11.260><c>that</c> online exor thing when CBS tattooed that online exor thing when CBS tattooed that other <00:04:11.787><c>compressor </c><00:04:12.164><c>our </c><00:04:12.541><c>and </c><00:04:12.918><c>that </c><00:04:13.295><c>is </c><00:04:13.672><c>a </c><00:04:14.049><c>bone</c> other compressor our and that is a bone other compressor our and that is a bone to <00:04:14.384><c>your </c><00:04:14.599><c>have </c><00:04:14.814><c>only </c><00:04:15.029><c>cash </c><00:04:15.244><c>a </c><00:04:15.459><c>hefty</c> to your have only cash a hefty to your have only cash a hefty investment investment investment if <00:04:16.744><c>one </c><00:04:17.159><c>in </c><00:04:17.574><c>a </c><00:04:17.989><c>concrete </c><00:04:18.404><c>other </c><00:04:18.819><c>they</c> if one in a concrete other they if one in a concrete other they really <00:04:19.186><c>have </c><00:04:19.372><c>to </c><00:04:19.558><c>there </c><00:04:19.744><c>sweet </c><00:04:19.930><c>BS </c><00:04:20.116><c>just </c><00:04:20.302><c>gets </c><00:04:20.488><c>home </c><00:04:20.674><c>that</c> really have to there sweet BS just gets home that really have to there sweet BS just gets home that we <00:04:21.211><c>lot </c><00:04:21.503><c>more </c><00:04:21.795><c>to </c><00:04:22.087><c>carry </c><00:04:22.379><c>in </c><00:04:22.671><c>a </c><00:04:22.963><c>pilot </c><00:04:23.255><c>son</c> we lot more to carry in a pilot son we lot more to carry in a pilot son Frans <00:04:24.619><c>is </c><00:04:25.078><c>Charlie </c><00:04:25.537><c>here </c><00:04:25.996><c>just </c><00:04:26.455><c>they </c><00:04:26.914><c>stress</c> Frans is Charlie here just they stress Frans is Charlie here just they stress blocks <00:04:27.420><c>and </c><00:04:27.650><c>her </c><00:04:27.880><c>three</c> blocks and her three blocks and her three pipes <00:04:29.710><c>on </c><00:04:30.190><c>forces </c><00:04:30.670><c>to </c><00:04:31.150><c>complex </c><00:04:31.630><c>and </c><00:04:32.110><c>forces </c><00:04:32.590><c>the</c> pipes on forces to complex and forces the pipes on forces to complex and forces the fris <00:04:33.576><c>too </c><00:04:33.842><c>long </c><00:04:34.108><c>here </c><00:04:34.374><c>really </c><00:04:34.640><c>so </c><00:04:34.906><c>ABC </c><00:04:35.172><c>is </c><00:04:35.438><c>the</c> fris too long here really so ABC is the fris too long here really so ABC is the compressor <00:04:35.927><c>force </c><00:04:36.234><c>in </c><00:04:36.541><c>the </c><00:04:36.848><c>compression</c> compressor force in the compression compressor force in the compression mystery <00:04:38.014><c>and </c><00:04:38.788><c>dim </c><00:04:39.562><c>whl </c><00:04:40.336><c>compressor </c><00:04:41.110><c>according</c> mystery and dim whl compressor according mystery and dim whl compressor according and <00:04:41.908><c>they </c><00:04:42.256><c>concrete </c><00:04:42.604><c>is </c><00:04:42.952><c>the </c><00:04:43.300><c>Sharia </c><00:04:43.648><c>how </c><00:04:43.996><c>could </c><00:04:44.344><c>I</c> and they concrete is the Sharia how could I and they concrete is the Sharia how could I there <00:04:44.706><c>vision </c><00:04:45.032><c>and </c><00:04:45.358><c>our </c><00:04:45.684><c>boat </c><00:04:46.010><c>to </c><00:04:46.336><c>we </c><00:04:46.662><c>have </c><00:04:46.988><c>in</c> there vision and our boat to we have in there vision and our boat to we have in boring <00:04:47.635><c>rose </c><00:04:48.040><c>and </c><00:04:48.445><c>would </c><00:04:48.850><c>Tim </c><00:04:49.255><c>apply </c><00:04:49.660><c>our</c> boring rose and would Tim apply our boring rose and would Tim apply our bones <00:04:50.260><c>maybe </c><00:04:50.470><c>a </c><00:04:50.680><c>this </c><00:04:50.890><c>case </c><00:04:51.100><c>with </c><00:04:51.310><c>on </c><00:04:51.520><c>the</c> bones maybe a this case with on the bones maybe a this case with on the F-16 F-16 F-16 how <00:04:53.218><c>to </c><00:04:53.716><c>analyze </c><00:04:54.214><c>wooden </c><00:04:54.712><c>design </c><00:04:55.210><c>something</c> how to analyze wooden design something how to analyze wooden design something like <00:04:55.840><c>this</c> like this like this and <00:04:57.320><c>sentences </c><00:04:57.510><c>guess </c><00:04:57.700><c>how </c><00:04:57.890><c>to </c><00:04:58.080><c>win </c><00:04:58.270><c>Mexico</c> and sentences guess how to win Mexico and sentences guess how to win Mexico Librium <00:04:59.015><c>okay </c><00:04:59.550><c>so </c><00:05:00.085><c>on </c><00:05:00.620><c>replica </c><00:05:01.155><c>Omega </c><00:05:01.690><c>breeam</c> Librium okay so on replica Omega breeam Librium okay so on replica Omega breeam on <00:05:02.645><c>yes </c><00:05:02.940><c>our </c><00:05:03.235><c>sensors </c><00:05:03.530><c>Santander </c><00:05:03.825><c>x </c><00:05:04.120><c>are </c><00:05:04.415><c>so</c> on yes our sensors Santander x are so on yes our sensors Santander x are so put <00:05:05.255><c>the </c><00:05:05.550><c>answer </c><00:05:05.845><c>because </c><00:05:06.140><c>Allah </c><00:05:06.435><c>and </c><00:05:06.730><c>the</c> put the answer because Allah and the put the answer because Allah and the eco-mode <00:05:07.530><c>biological </c><00:05:08.090><c>forces </c><00:05:08.650><c>okay</c> eco-mode biological forces okay eco-mode biological forces okay of <00:05:10.517><c>course </c><00:05:10.884><c>I </c><00:05:11.251><c>is </c><00:05:11.618><c>so </c><00:05:11.985><c>FPC </c><00:05:12.352><c>FPC </c><00:05:12.719><c>only </c><00:05:13.086><c>really</c> of course I is so FPC FPC only really of course I is so FPC FPC only really recite <00:05:13.587><c>and </c><00:05:13.874><c>a </c><00:05:14.161><c>driver </c><00:05:14.448><c>who </c><00:05:14.735><c>peak </c><00:05:15.022><c>in </c><00:05:15.309><c>by</c> recite and a driver who peak in by recite and a driver who peak in by waving <00:05:16.462><c>is </c><00:05:16.804><c>this </c><00:05:17.146><c>is </c><00:05:17.488><c>one </c><00:05:17.830><c>of </c><00:05:18.172><c>there </c><00:05:18.514><c>you</c> waving is this is one of there you waving is this is one of there you wish <00:05:18.825><c>solely </c><00:05:19.040><c>to </c><00:05:19.255><c>be </c><00:05:19.470><c>white </c><00:05:19.685><c>with </c><00:05:19.900><c>online</c> wish solely to be white with online wish solely to be white with online game <00:05:20.504><c>io </c><00:05:20.898><c>den </c><00:05:21.292><c>ing </c><00:05:21.686><c>and </c><00:05:22.080><c>Who </c><00:05:22.474><c>camping </c><00:05:22.868><c>domaine</c> game io den ing and Who camping domaine game io den ing and Who camping domaine rood rood rood anyporn <00:05:24.630><c>here </c><00:05:25.070><c>showed </c><00:05:25.510><c>at </c><00:05:25.950><c>a </c><00:05:26.390><c>moment </c><00:05:26.830><c>evolution</c> anyporn here showed at a moment evolution anyporn here showed at a moment evolution simple <00:05:27.470><c>line </c><00:05:27.780><c>and </c><00:05:28.090><c>this </c><00:05:28.400><c>would </c><00:05:28.710><c>be </c><00:05:29.020><c>circuits</c> simple line and this would be circuits simple line and this would be circuits and <00:05:29.845><c>or </c><00:05:30.040><c>his </c><00:05:30.235><c>moment </c><00:05:30.430><c>okay</c> and or his moment okay and or his moment okay of <00:05:31.741><c>course </c><00:05:31.972><c>you </c><00:05:32.203><c>can </c><00:05:32.434><c>see </c><00:05:32.665><c>here </c><00:05:32.896><c>we </c><00:05:33.127><c>have</c> of course you can see here we have of course you can see here we have many many many warious <00:05:34.964><c>mini </c><00:05:35.548><c>parameters </c><00:05:36.132><c>lord </c><00:05:36.716><c>and </c><00:05:37.300><c>between</c> warious mini parameters lord and between warious mini parameters lord and between thick-cut <00:05:38.080><c>not </c><00:05:38.470><c>Fred </c><00:05:38.860><c>I </c><00:05:39.250><c>can </c><00:05:39.640><c>design </c><00:05:40.030><c>all</c> thick-cut not Fred I can design all thick-cut not Fred I can design all our <00:05:41.020><c>other </c><00:05:41.530><c>you </c><00:05:42.040><c>action </c><00:05:42.550><c>notes </c><00:05:43.060><c>using</c> our other you action notes using our other you action notes using this <00:05:44.205><c>to </c><00:05:44.780><c>the </c><00:05:45.355><c>passion </c><00:05:45.930><c>soul </c><00:05:46.505><c>risks </c><00:05:47.080><c>to</c> this to the passion soul risks to this to the passion soul risks to my <00:05:47.460><c>key </c><00:05:47.660><c>book </c><00:05:47.860><c>for </c><00:05:48.060><c>a </c><00:05:48.260><c>dark </c><00:05:48.460><c>shine</c> my key book for a dark shine my key book for a dark shine work <00:05:50.128><c>solutions </c><00:05:50.746><c>or </c><00:05:51.364><c>what </c><00:05:51.982><c>will </c><00:05:52.600><c>this</c> work solutions or what will this work solutions or what will this series <00:05:52.985><c>use </c><00:05:53.190><c>and </c><00:05:53.395><c>in </c><00:05:53.600><c>this </c><00:05:53.805><c>case </c><00:05:54.010><c>it </c><00:05:54.215><c>your</c> series use and in this case it your series use and in this case it your fishing <00:05:54.745><c>you </c><00:05:55.060><c>live </c><00:05:55.375><c>or </c><00:05:55.690><c>design </c><00:05:56.005><c>also </c><00:05:56.320><c>all</c> fishing you live or design also all fishing you live or design also all other <00:05:56.815><c>action </c><00:05:57.100><c>does </c><00:05:57.385><c>and </c><00:05:57.670><c>your </c><00:05:57.955><c>reaction </c><00:05:58.240><c>at</c> other action does and your reaction at other action does and your reaction at moment moment moment okay <00:05:59.781><c>oh </c><00:06:00.242><c>with </c><00:06:00.703><c>case </c><00:06:01.164><c>who </c><00:06:01.625><c>how </c><00:06:02.086><c>to </c><00:06:02.547><c>use </c><00:06:03.008><c>on</c> okay oh with case who how to use on okay oh with case who how to use on designing <00:06:03.827><c>charge </c><00:06:04.224><c>for </c><00:06:04.621><c>interaction </c><00:06:05.018><c>de</c> designing charge for interaction de designing charge for interaction de graaf graaf graaf yes <00:06:06.391><c>who </c><00:06:06.712><c>is </c><00:06:07.033><c>school </c><00:06:07.354><c>party </c><00:06:07.675><c>free </c><00:06:07.996><c>contains </c><00:06:08.317><c>a</c> yes who is school party free contains a yes who is school party free contains a lot <00:06:08.961><c>of </c><00:06:09.212><c>the </c><00:06:09.463><c>charts </c><00:06:09.714><c>and </c><00:06:09.965><c>well </c><00:06:10.216><c>the </c><00:06:10.467><c>design </c><00:06:10.718><c>I</c> lot of the charts and well the design I lot of the charts and well the design I also <00:06:11.458><c>balance </c><00:06:12.016><c>other </c><00:06:12.574><c>scolds </c><00:06:13.132><c>lower </c><00:06:13.690><c>than</c> also balance other scolds lower than also balance other scolds lower than the <00:06:14.105><c>unique </c><00:06:14.340><c>action </c><00:06:14.575><c>a </c><00:06:14.810><c>moment </c><00:06:15.045><c>in </c><00:06:15.280><c>it </c><00:06:15.515><c>is</c> the unique action a moment in it is the unique action a moment in it is one <00:06:16.120><c>of </c><00:06:16.480><c>our </c><00:06:16.840><c>welder </c><00:06:17.200><c>design </c><00:06:17.560><c>charts</c> one of our welder design charts one of our welder design charts okay <00:06:18.990><c>who </c><00:06:19.251><c>sees </c><00:06:19.512><c>shots </c><00:06:19.773><c>are </c><00:06:20.034><c>bent </c><00:06:20.295><c>to </c><00:06:20.556><c>the</c> okay who sees shots are bent to the okay who sees shots are bent to the Sioen <00:06:21.516><c>have </c><00:06:21.842><c>you </c><00:06:22.168><c>here </c><00:06:22.494><c>the </c><00:06:22.820><c>and </c><00:06:23.146><c>who </c><00:06:23.472><c>there </c><00:06:23.798><c>over</c> Sioen have you here the and who there over Sioen have you here the and who there over that <00:06:24.932><c>lashing </c><00:06:25.314><c>this </c><00:06:25.696><c>is </c><00:06:26.078><c>our </c><00:06:26.460><c>games </c><00:06:26.842><c>on </c><00:06:27.224><c>the </c><00:06:27.606><c>wind</c> that lashing this is our games on the wind that lashing this is our games on the wind sometimes <00:06:27.985><c>and </c><00:06:28.210><c>tries </c><00:06:28.435><c>is </c><00:06:28.660><c>on </c><00:06:28.885><c>the </c><00:06:29.110><c>concrete </c><00:06:29.335><c>and </c><00:06:29.560><c>yes</c> sometimes and tries is on the concrete and yes sometimes and tries is on the concrete and yes steam <00:06:31.365><c>room </c><00:06:31.730><c>for </c><00:06:32.095><c>things </c><00:06:32.460><c>are </c><00:06:32.825><c>using </c><00:06:33.190><c>let's</c> steam room for things are using let's steam room for things are using let's eat <00:06:34.160><c>also </c><00:06:34.350><c>is </c><00:06:34.540><c>there</c> eat also is there eat also is there helps <00:06:35.367><c>looks </c><00:06:35.624><c>like </c><00:06:35.881><c>and </c><00:06:36.138><c>a </c><00:06:36.395><c>few </c><00:06:36.652><c>action </c><00:06:36.909><c>day</c> helps looks like and a few action day helps looks like and a few action day from <00:06:37.480><c>this </c><00:06:37.900><c>is</c> from this is from this is challenge <00:06:38.850><c>at </c><00:06:39.200><c>number </c><00:06:39.550><c>2 </c><00:06:39.900><c>in </c><00:06:40.250><c>Ian's </c><00:06:40.600><c>Whitney's</c> challenge at number 2 in Ian's Whitney's challenge at number 2 in Ian's Whitney's who <00:06:41.301><c>him </c><00:06:41.582><c>in </c><00:06:41.863><c>the </c><00:06:42.144><c>Charts, </c><00:06:42.425><c>and </c><00:06:42.706><c>this </c><00:06:42.987><c>is </c><00:06:43.268><c>Charlie,</c> who him in the Charts, and this is Charlie, who him in the Charts, and this is Charlie, can <00:06:44.128><c>see </c><00:06:44.356><c>that </c><00:06:44.584><c>in </c><00:06:44.812><c>the </c><00:06:45.040><c>advice </c><00:06:45.268><c>I </c><00:06:45.496><c>give </c><00:06:45.724><c>to </c><00:06:45.952><c>XYZ, </c><00:06:46.180><c>we</c> can see that in the advice I give to XYZ, we can see that in the advice I give to XYZ, we have <00:06:47.275><c>a </c><00:06:47.770><c>very </c><00:06:48.265><c>up-and-coming </c><00:06:48.760><c>beachwear, </c><00:06:49.255><c>and </c><00:06:49.750><c>she</c> have a very up-and-coming beachwear, and she have a very up-and-coming beachwear, and she hoped <00:06:51.061><c>with </c><00:06:51.512><c>lead, </c><00:06:51.963><c>all </c><00:06:52.414><c>caps, </c><00:06:52.865><c>no </c><00:06:53.316><c>empty </c><00:06:53.767><c>call</c> hoped with lead, all caps, no empty call hoped with lead, all caps, no empty call A <00:06:54.644><c>and </c><00:06:54.948><c>B, </c><00:06:55.252><c>and </c><00:06:55.556><c>apps </c><00:06:55.860><c>that, </c><00:06:56.164><c>and </c><00:06:56.468><c>chocolate,</c> A and B, and apps that, and chocolate, A and B, and apps that, and chocolate, okay, <00:06:57.645><c>bizarre, </c><00:06:58.130><c>and </c><00:06:58.615><c>Ad </c><00:06:59.100><c>Charles' </c><00:06:59.585><c>dance </c><00:07:00.070><c>showdown</c> okay, bizarre, and Ad Charles' dance showdown okay, bizarre, and Ad Charles' dance showdown regime, <00:07:00.700><c>Watchon </c><00:07:01.150><c>SBM, </c><00:07:01.600><c>which </c><00:07:02.050><c>one </c><00:07:02.500><c>is </c><00:07:02.950><c>in </c><00:07:03.400><c>China,</c> regime, Watchon SBM, which one is in China, regime, Watchon SBM, which one is in China, to <00:07:04.144><c>reviews, </c><00:07:04.588><c>recognized, </c><00:07:05.032><c>and </c><00:07:05.476><c>so </c><00:07:05.920><c>special,</c> to reviews, recognized, and so special, to reviews, recognized, and so special, Axis, <00:07:07.168><c>we </c><00:07:07.456><c>have </c><00:07:07.744><c>a </c><00:07:08.032><c>moment, </c><00:07:08.320><c>okay, </c><00:07:08.608><c>that </c><00:07:08.896><c>was </c><00:07:09.184><c>a</c> Axis, we have a moment, okay, that was a Axis, we have a moment, okay, that was a colony, <00:07:10.402><c>have </c><00:07:10.984><c>standards </c><00:07:11.566><c>for, </c><00:07:12.148><c>in </c><00:07:12.730><c>this</c> colony, have standards for, in this colony, have standards for, in this case, <00:07:13.094><c>we </c><00:07:13.308><c>have </c><00:07:13.522><c>a </c><00:07:13.736><c>moment, </c><00:07:13.950><c>Biolicious, </c><00:07:14.164><c>another,</c> case, we have a moment, Biolicious, another, case, we have a moment, Biolicious, another, your <00:07:15.340><c>action </c><00:07:15.790><c>or </c><00:07:16.240><c>moment, </c><00:07:16.690><c>such </c><00:07:17.140><c>a, </c><00:07:17.590><c>anyway, </c><00:07:18.040><c>the</c> your action or moment, such a, anyway, the your action or moment, such a, anyway, the actions, <00:07:18.468><c>WFM, </c><00:07:18.836><c>you </c><00:07:19.204><c>have </c><00:07:19.572><c>to, </c><00:07:19.940><c>in </c><00:07:20.308><c>this </c><00:07:20.676><c>moment,</c> actions, WFM, you have to, in this moment, actions, WFM, you have to, in this moment, divided <00:07:21.370><c>by </c><00:07:21.730><c>the </c><00:07:22.090><c>pines,</c> divided by the pines, divided by the pines, a <00:07:23.643><c>little </c><00:07:23.906><c>square, </c><00:07:24.169><c>and </c><00:07:24.432><c>Lucy, </c><00:07:24.695><c>what </c><00:07:24.958><c>is </c><00:07:25.221><c>PI, </c><00:07:25.484><c>and </c><00:07:25.747><c>what</c> a little square, and Lucy, what is PI, and what a little square, and Lucy, what is PI, and what is <00:07:26.610><c>Pitch </c><00:07:27.260><c>Weekend, </c><00:07:27.910><c>IBN </c><00:07:28.560><c>AVF, </c><00:07:29.210><c>to </c><00:07:29.860><c>this </c><00:07:30.510><c>figure</c> is Pitch Weekend, IBN AVF, to this figure is Pitch Weekend, IBN AVF, to this figure here, <00:07:31.990><c>and </c><00:07:32.470><c>oldies, </c><00:07:32.950><c>interaction, </c><00:07:33.430><c>the </c><00:07:33.910><c>grain </c><00:07:34.390><c>by</c> here, and oldies, interaction, the grain by here, and oldies, interaction, the grain by oil, <00:07:34.810><c>Stiegler,</c> oil, Stiegler, oil, Stiegler, who <00:07:36.553><c>is </c><00:07:36.916><c>really </c><00:07:37.279><c>young, </c><00:07:37.642><c>data </c><00:07:38.005><c>binding, </c><00:07:38.368><c>moment, </c><00:07:38.731><c>there </c><00:07:39.094><c>is</c> who is really young, data binding, moment, there is who is really young, data binding, moment, there is also <00:07:39.610><c>the </c><00:07:39.970><c>exact </c><00:07:40.330><c>social </c><00:07:40.690><c>moment, </c><00:07:41.050><c>is </c><00:07:41.410><c>going </c><00:07:41.770><c>on </c><00:07:42.130><c>in</c> also the exact social moment, is going on in also the exact social moment, is going on in its <00:07:42.652><c>vertical </c><00:07:42.934><c>range, </c><00:07:43.216><c>there </c><00:07:43.498><c>are </c><00:07:43.780><c>a </c><00:07:44.062><c>total </c><00:07:44.344><c>of</c> its vertical range, there are a total of its vertical range, there are a total of six <00:07:45.001><c>Axis, </c><00:07:45.322><c>Lucian, </c><00:07:45.643><c>to </c><00:07:45.964><c>it </c><00:07:46.285><c>seems, </c><00:07:46.606><c>is </c><00:07:46.927><c>also</c> six Axis, Lucian, to it seems, is also six Axis, Lucian, to it seems, is also prosthetics, <00:07:48.539><c>pharmacy, </c><00:07:48.978><c>Saxon </c><00:07:49.417><c>Narsingh,</c> prosthetics, pharmacy, Saxon Narsingh, prosthetics, pharmacy, Saxon Narsingh, it <00:07:50.513><c>is </c><00:07:50.766><c>the </c><00:07:51.019><c>CM </c><00:07:51.272><c>opinion, </c><00:07:51.525><c>almost </c><00:07:51.778><c>a</c> it is the CM opinion, almost a it is the CM opinion, almost a good <00:07:53.765><c>cause </c><00:07:54.240><c>in </c><00:07:54.715><c>such </c><00:07:55.190><c>a </c><00:07:55.665><c>problem, </c><00:07:56.140><c>I'm</c> good cause in such a problem, I'm good cause in such a problem, I'm facing <00:07:56.560><c>up </c><00:07:56.800><c>again, </c><00:07:57.040><c>may </c><00:07:57.280><c>base, </c><00:07:57.520><c>and </c><00:07:57.760><c>help,</c> facing up again, may base, and help, facing up again, may base, and help, course, <00:07:58.450><c>interaction,</c> course, interaction, course, interaction, Degraen, <00:07:59.890><c>tourists, </c><00:08:00.250><c>for </c><00:08:00.610><c>your </c><00:08:00.970><c>hearts, </c><00:08:01.330><c>design,</c> Degraen, tourists, for your hearts, design, Degraen, tourists, for your hearts, design, which <00:08:01.937><c>one </c><00:08:02.244><c>touch, </c><00:08:02.551><c>those </c><00:08:02.858><c>people </c><00:08:03.165><c>are </c><00:08:03.472><c>B </c><00:08:03.779><c>en </c><00:08:04.086><c>lux</c> which one touch, those people are B en lux which one touch, those people are B en lux la <00:08:04.621><c>mention </c><00:08:04.823><c>this </c><00:08:05.025><c>adds </c><00:08:05.227><c>okay</c> la mention this adds okay la mention this adds okay in <00:08:06.913><c>this </c><00:08:07.157><c>one </c><00:08:07.401><c>you </c><00:08:07.645><c>can't </c><00:08:07.889><c>see </c><00:08:08.133><c>that </c><00:08:08.377><c>we</c> in this one you can't see that we in this one you can't see that we actually <00:08:09.100><c>be</c> actually be actually be yes <00:08:10.330><c>that </c><00:08:10.570><c>him </c><00:08:10.810><c>inch </c><00:08:11.050><c>a </c><00:08:11.290><c>parallel </c><00:08:11.530><c>between</c> yes that him inch a parallel between yes that him inch a parallel between men <00:08:12.580><c>okay</c> men okay men okay has <00:08:13.630><c>yo </c><00:08:13.870><c>moment </c><00:08:14.110><c>is </c><00:08:14.350><c>attempt </c><00:08:14.590><c>like </c><00:08:14.830><c>this </c><00:08:15.070><c>come</c> has yo moment is attempt like this come has yo moment is attempt like this come I <00:08:15.868><c>work </c><00:08:16.276><c>as </c><00:08:16.684><c>our </c><00:08:17.092><c>apologies </c><00:08:17.500><c>an </c><00:08:17.908><c>uncle </c><00:08:18.316><c>in </c><00:08:18.724><c>his</c> I work as our apologies an uncle in his I work as our apologies an uncle in his moment <00:08:19.320><c>is </c><00:08:19.670><c>rotating </c><00:08:20.020><c>Japanese </c><00:08:20.370><c>x </c><00:08:20.720><c>actions </c><00:08:21.070><c>so</c> moment is rotating Japanese x actions so moment is rotating Japanese x actions so security <00:08:21.583><c>as </c><00:08:21.856><c>long </c><00:08:22.129><c>as </c><00:08:22.402><c>we </c><00:08:22.675><c>now </c><00:08:22.948><c>also </c><00:08:23.221><c>a </c><00:08:23.494><c>week </c><00:08:23.767><c>or</c> security as long as we now also a week or security as long as we now also a week or six <00:08:24.190><c>of </c><00:08:24.490><c>is </c><00:08:24.790><c>in </c><00:08:25.090><c>every </c><00:08:25.390><c>day </c><00:08:25.690><c>so </c><00:08:25.990><c>they </c><00:08:26.290><c>edge </c><00:08:26.590><c>is</c> six of is in every day so they edge is six of is in every day so they edge is Barry <00:08:27.378><c>toe </c><00:08:27.806><c>say </c><00:08:28.234><c>moment </c><00:08:28.662><c>and </c><00:08:29.090><c>or </c><00:08:29.518><c>could </c><00:08:29.946><c>she</c> Barry toe say moment and or could she Barry toe say moment and or could she new <00:08:30.520><c>bizarre </c><00:08:30.940><c>dimension </c><00:08:31.360><c>their </c><00:08:31.780><c>rushes</c> new bizarre dimension their rushes new bizarre dimension their rushes connection <00:08:32.380><c>color </c><00:08:32.710><c>release</c> connection color release connection color release to <00:08:34.337><c>that </c><00:08:34.825><c>moment </c><00:08:35.313><c>desolate </c><00:08:35.801><c>the </c><00:08:36.289><c>fine </c><00:08:36.777><c>pitch </c><00:08:37.265><c>and</c> to that moment desolate the fine pitch and to that moment desolate the fine pitch and be <00:08:37.839><c>wise</c> be wise be wise missluna <00:08:39.013><c>who </c><00:08:39.557><c>chose </c><00:08:40.101><c>and </c><00:08:40.645><c>over </c><00:08:41.189><c>the </c><00:08:41.733><c>edge </c><00:08:42.277><c>your</c> missluna who chose and over the edge your missluna who chose and over the edge your mat <00:08:42.790><c>effect </c><00:08:43.060><c>device </c><00:08:43.330><c>who </c><00:08:43.600><c>has </c><00:08:43.870><c>you </c><00:08:44.140><c>this</c> mat effect device who has you this mat effect device who has you this could <00:08:44.820><c>views </c><00:08:45.110><c>big </c><00:08:45.400><c>queen </c><00:08:45.690><c>bee </c><00:08:45.980><c>nfc </c><00:08:46.270><c>drum</c> could views big queen bee nfc drum could views big queen bee nfc drum effect <00:08:46.945><c>your </c><00:08:47.320><c>solution </c><00:08:47.695><c>him </c><00:08:48.070><c>rather </c><00:08:48.445><c>for </c><00:08:48.820><c>and</c> effect your solution him rather for and effect your solution him rather for and mobile <00:08:49.522><c>phones </c><00:08:49.864><c>where </c><00:08:50.206><c>is </c><00:08:50.548><c>johan </c><00:08:50.890><c>mysterie</c> mobile phones where is johan mysterie mobile phones where is johan mysterie again <00:08:52.167><c>rue </c><00:08:52.354><c>blaise </c><00:08:52.541><c>the </c><00:08:52.728><c>apps </c><00:08:52.915><c>in </c><00:08:53.102><c>is </c><00:08:53.289><c>t </c><00:08:53.476><c>by</c> again rue blaise the apps in is t by again rue blaise the apps in is t by beer <00:08:53.954><c>turf </c><00:08:54.278><c>you </c><00:08:54.602><c>sure </c><00:08:54.926><c>you </c><00:08:55.250><c>they </c><00:08:55.574><c>so</c> beer turf you sure you they so beer turf you sure you they so x <00:08:57.049><c>is </c><00:08:57.378><c>indispensable </c><00:08:57.707><c>chosen </c><00:08:58.036><c>moment </c><00:08:58.365><c>be </c><00:08:58.694><c>is</c> x is indispensable chosen moment be is x is indispensable chosen moment be is connection <00:08:59.407><c>to </c><00:08:59.874><c>that </c><00:09:00.341><c>moment </c><00:09:00.808><c>also </c><00:09:01.275><c>a</c> connection to that moment also a connection to that moment also a lucy <00:09:01.909><c>is </c><00:09:02.359><c>ready </c><00:09:02.809><c>lk </c><00:09:03.259><c>like </c><00:09:03.709><c>this </c><00:09:04.159><c>one</c> lucy is ready lk like this one lucy is ready lk like this one and <00:09:04.939><c>so </c><00:09:05.179><c>moment </c><00:09:05.419><c>is </c><00:09:05.659><c>in </c><00:09:05.899><c>would </c><00:09:06.139><c>santander </c><00:09:06.379><c>x</c> and so moment is in would santander x and so moment is in would santander x a <00:09:06.721><c>kind </c><00:09:07.002><c>of </c><00:09:07.283><c>affable </c><00:09:07.564><c>and </c><00:09:07.845><c>table </c><00:09:08.126><c>that </c><00:09:08.407><c>xyz </c><00:09:08.688><c>okay</c> a kind of affable and table that xyz okay a kind of affable and table that xyz okay moment <00:09:10.315><c>want </c><00:09:10.710><c>dating </c><00:09:11.105><c>red </c><00:09:11.500><c>like </c><00:09:11.895><c>accesso</c> moment want dating red like accesso moment want dating red like accesso game <00:09:12.764><c>becomes </c><00:09:13.088><c>how </c><00:09:13.412><c>the </c><00:09:13.736><c>rushes </c><00:09:14.060><c>action</c> game becomes how the rushes action game becomes how the rushes action which <00:09:14.672><c>would </c><00:09:14.955><c>be </c><00:09:15.238><c>cbs </c><00:09:15.521><c>is </c><00:09:15.804><c>where </c><00:09:16.087><c>I </c><00:09:16.370><c>could</c> which would be cbs is where I could which would be cbs is where I could horizontal <00:09:16.934><c>actions </c><00:09:17.258><c>that </c><00:09:17.582><c>should </c><00:09:17.906><c>be </c><00:09:18.230><c>they</c> horizontal actions that should be they horizontal actions that should be they were <00:09:18.775><c>Just </c><00:09:19.021><c>like </c><00:09:19.267><c>Biezen's </c><00:09:19.513><c>sister, </c><00:09:19.759><c>Edge</c> were Just like Biezen's sister, Edge were Just like Biezen's sister, Edge connects <00:09:20.857><c>you </c><00:09:21.084><c>so </c><00:09:21.311><c>well, </c><00:09:21.538><c>that </c><00:09:21.765><c>anyway,</c> connects you so well, that anyway, connects you so well, that anyway, Edge <00:09:23.870><c>is </c><00:09:24.140><c>the </c><00:09:24.410><c>mountain </c><00:09:24.680><c>and </c><00:09:24.950><c>warm </c><00:09:25.220><c>regards, </c><00:09:25.490><c>is</c> Edge is the mountain and warm regards, is Edge is the mountain and warm regards, is really <00:09:26.405><c>Bingley's </c><00:09:26.930><c>mother,</c> really Bingley's mother, really Bingley's mother, dark, <00:09:27.769><c>could </c><00:09:28.009><c>views, </c><00:09:28.249><c>the </c><00:09:28.489><c>in </c><00:09:28.729><c>something </c><00:09:28.969><c>like</c> dark, could views, the in something like dark, could views, the in something like that, <00:09:29.479><c>okay, </c><00:09:29.929><c>so </c><00:09:30.379><c>sometimes </c><00:09:30.829><c>my </c><00:09:31.279><c>system </c><00:09:31.729><c>is</c> that, okay, so sometimes my system is that, okay, so sometimes my system is those <00:09:32.454><c>and </c><00:09:32.848><c>or </c><00:09:33.242><c>discrete, </c><00:09:33.636><c>we </c><00:09:34.030><c>are </c><00:09:34.424><c>really </c><00:09:34.818><c>tight,</c> those and or discrete, we are really tight, those and or discrete, we are really tight, six <00:09:35.330><c>times </c><00:09:35.660><c>as </c><00:09:35.990><c>slow,</c> six times as slow, six times as slow, moment <00:09:37.184><c>is </c><00:09:37.539><c>Algeria </c><00:09:37.894><c>Sunday, </c><00:09:38.249><c>momento </c><00:09:38.604><c>dado, </c><00:09:38.959><c>we</c> moment is Algeria Sunday, momento dado, we moment is Algeria Sunday, momento dado, we like <00:09:39.664><c>things, </c><00:09:40.069><c>Edge</c> like things, Edge like things, Edge calls, <00:09:41.149><c>and </c><00:09:41.448><c>DB </c><00:09:41.747><c>is </c><00:09:42.046><c>binding, </c><00:09:42.345><c>anyway, </c><00:09:42.644><c>us </c><00:09:42.943><c>to</c> calls, and DB is binding, anyway, us to calls, and DB is binding, anyway, us to something <00:09:43.354><c>like </c><00:09:43.639><c>this </c><00:09:43.924><c>one, </c><00:09:44.209><c>you </c><00:09:44.494><c>can </c><00:09:44.779><c>just</c> something like this one, you can just something like this one, you can just rotate <00:09:45.346><c>it </c><00:09:45.522><c>by </c><00:09:45.698><c>light </c><00:09:45.874><c>in </c><00:09:46.050><c>the </c><00:09:46.226><c>great </c><00:09:46.402><c>to </c><00:09:46.578><c>be</c> rotate it by light in the great to be rotate it by light in the great to be simpler simpler simpler that, <00:09:47.407><c>because </c><00:09:47.634><c>so </c><00:09:47.861><c>has </c><00:09:48.088><c>beautiful </c><00:09:48.315><c>time, </c><00:09:48.542><c>it </c><00:09:48.769><c>seems</c> that, because so has beautiful time, it seems that, because so has beautiful time, it seems that <00:09:49.269><c>so, </c><00:09:49.589><c>this </c><00:09:49.909><c>would </c><00:09:50.229><c>be </c><00:09:50.549><c>a </c><00:09:50.869><c>moment, </c><00:09:51.189><c>and </c><00:09:51.509><c>this </c><00:09:51.829><c>would</c> that so, this would be a moment, and this would that so, this would be a moment, and this would be <00:09:52.467><c>such, </c><00:09:52.655><c>and </c><00:09:52.843><c>these </c><00:09:53.031><c>would </c><00:09:53.219><c>be </c><00:09:53.407><c>the </c><00:09:53.595><c>ones,</c> be such, and these would be the ones, be such, and these would be the ones, I <00:09:54.290><c>love </c><00:09:54.530><c>all </c><00:09:54.770><c>the </c><00:09:55.010><c>tips </c><00:09:55.250><c>and </c><00:09:55.490><c>videos, </c><00:09:55.730><c>heartless,</c> I love all the tips and videos, heartless, I love all the tips and videos, heartless, second <00:09:56.654><c>step </c><00:09:57.039><c>to </c><00:09:57.424><c>choose </c><00:09:57.809><c>a </c><00:09:58.194><c>shuttle </c><00:09:58.579><c>chart,</c> second step to choose a shuttle chart, second step to choose a shuttle chart, okay, <00:09:59.939><c>keep </c><00:10:00.309><c>between </c><00:10:00.679><c>sitting </c><00:10:01.049><c>Brit </c><00:10:01.419><c>Sharky, </c><00:10:01.789><c>the</c> okay, keep between sitting Brit Sharky, the okay, keep between sitting Brit Sharky, the profit, <00:10:02.439><c>our </c><00:10:02.698><c>real </c><00:10:02.957><c>snow</c> profit, our real snow profit, our real snow FJ, <00:10:04.945><c>and </c><00:10:05.500><c>Fabio, </c><00:10:06.055><c>to </c><00:10:06.610><c>those </c><00:10:07.165><c>about </c><00:10:07.720><c>apps,</c> FJ, and Fabio, to those about apps, FJ, and Fabio, to those about apps, okay, <00:10:08.506><c>seriously, </c><00:10:08.902><c>or </c><00:10:09.298><c>from </c><00:10:09.694><c>Cree </c><00:10:10.090><c>compressor,</c> okay, seriously, or from Cree compressor, okay, seriously, or from Cree compressor, you'll <00:10:10.936><c>find </c><00:10:11.332><c>here, </c><00:10:11.728><c>sorry, </c><00:10:12.124><c>her </c><00:10:12.520><c>mini</c> you'll find here, sorry, her mini you'll find here, sorry, her mini charts, <00:10:13.090><c>or </c><00:10:13.390><c>there </c><00:10:13.690><c>is </c><00:10:13.990><c>the </c><00:10:14.290><c>fire </c><00:10:14.590><c>for </c><00:10:14.890><c>the,</c> charts, or there is the fire for the, charts, or there is the fire for the, yes, <00:10:15.650><c>our </c><00:10:16.140><c>F4 </c><00:10:16.630><c>to </c><00:10:17.120><c>various, </c><00:10:17.610><c>the </c><00:10:18.100><c>other</c> yes, our F4 to various, the other yes, our F4 to various, the other chesty <00:10:18.794><c>available, </c><00:10:19.188><c>16 </c><00:10:19.582><c>megahertz, </c><00:10:19.976><c>I </c><00:10:20.370><c>have</c> chesty available, 16 megahertz, I have chesty available, 16 megahertz, I have all <00:10:21.742><c>those </c><00:10:22.114><c>about </c><00:10:22.486><c>Edge, </c><00:10:22.858><c>that </c><00:10:23.230><c>is </c><00:10:23.602><c>very </c><00:10:23.974><c>effective,</c> all those about Edge, that is very effective, all those about Edge, that is very effective, des, des, des, is <00:10:26.070><c>lamp </c><00:10:26.360><c>compressa, </c><00:10:26.650><c>you </c><00:10:26.940><c>between </c><00:10:27.230><c>cent </c><00:10:27.520><c>online,</c> is lamp compressa, you between cent online, is lamp compressa, you between cent online, our <00:10:28.047><c>tent </c><00:10:28.274><c>system, </c><00:10:28.501><c>or </c><00:10:28.728><c>they </c><00:10:28.955><c>might </c><00:10:29.182><c>be </c><00:10:29.409><c>It</c> our tent system, or they might be It our tent system, or they might be It 's <00:10:30.070><c>Kees,</c> 's Kees, 's Kees, okay, <00:10:31.653><c>that's </c><00:10:31.886><c>how </c><00:10:32.119><c>it </c><00:10:32.352><c>is. </c><00:10:32.585><c>It's </c><00:10:32.818><c>that </c><00:10:33.051><c>vague </c><00:10:33.284><c>one </c><00:10:33.517><c>by</c> okay, that's how it is. It's that vague one by okay, that's how it is. It's that vague one by them. <00:10:34.631><c>There's </c><00:10:34.782><c>your </c><00:10:34.933><c>arm </c><00:10:35.084><c>fishing, </c><00:10:35.235><c>that's </c><00:10:35.386><c>all </c><00:10:35.537><c>there </c><00:10:35.688><c>is </c><00:10:35.839><c>to </c><00:10:35.990><c>it. </c><00:10:36.141><c>This </c><00:10:36.292><c>will </c><00:10:36.443><c>be </c><00:10:36.594><c>the </c><00:10:36.745><c>USB </c><00:10:36.896><c>Samsung </c><00:10:37.047><c>Gear,</c> them. There's your arm fishing, that's all there is to it. This will be the USB Samsung Gear, and <00:10:39.380><c>this </c><00:10:39.750><c>would </c><00:10:40.120><c>be</c> and this would be and this would be the <00:10:40.768><c>Edge. </c><00:10:41.236><c>Okay, </c><00:10:41.704><c>like </c><00:10:42.172><c>your </c><00:10:42.640><c>name, </c><00:10:43.108><c>all </c><00:10:43.576><c>that </c><00:10:44.044><c>over</c> the Edge. Okay, like your name, all that over the Edge. Okay, like your name, all that over Edge, Edge, Edge, officio, <00:10:45.100><c>efficient, </c><00:10:45.430><c>new </c><00:10:45.760><c>song, </c><00:10:46.090><c>you </c><00:10:46.420><c>put </c><00:10:46.750><c>Char</c> officio, efficient, new song, you put Char officio, efficient, new song, you put Char C <00:10:47.225><c>afternoon, </c><00:10:47.490><c>so </c><00:10:47.755><c>it's </c><00:10:48.020><c>fed </c><00:10:48.285><c>up </c><00:10:48.550><c>with </c><00:10:48.815><c>cattle,</c> C afternoon, so it's fed up with cattle, C afternoon, so it's fed up with cattle, sharp <00:10:50.056><c>number, </c><00:10:50.452><c>Twinkie, </c><00:10:50.848><c>mine. </c><00:10:51.244><c>Okay, </c><00:10:51.640><c>I</c> sharp number, Twinkie, mine. Okay, I sharp number, Twinkie, mine. Okay, I 'm <00:10:53.251><c>in </c><00:10:53.542><c>Sittard, </c><00:10:53.833><c>weekend, </c><00:10:54.124><c>Cidade, </c><00:10:54.415><c>who's </c><00:10:54.706><c>her </c><00:10:54.997><c>in,</c> 'm in Sittard, weekend, Cidade, who's her in, 'm in Sittard, weekend, Cidade, who's her in, over <00:10:55.606><c>Beach, </c><00:10:56.032><c>who's </c><00:10:56.458><c>him, </c><00:10:56.884><c>over </c><00:10:57.310><c>Beer</c> over Beach, who's him, over Beer over Beach, who's him, over Beer Square, <00:10:58.055><c>and </c><00:10:58.440><c>WHS </c><00:10:58.825><c>online, </c><00:10:59.210><c>they </c><00:10:59.595><c>have </c><00:10:59.980><c>something </c><00:11:00.365><c>line</c> Square, and WHS online, they have something line Square, and WHS online, they have something line here, <00:11:00.961><c>the </c><00:11:01.192><c>government </c><00:11:01.423><c>is </c><00:11:01.654><c>in </c><00:11:01.885><c>which </c><00:11:02.116><c>vomit </c><00:11:02.347><c>with</c> here, the government is in which vomit with here, the government is in which vomit with Trisha Trisha Trisha is <00:11:04.013><c>at </c><00:11:04.206><c>least </c><00:11:04.399><c>a </c><00:11:04.592><c>hefty </c><00:11:04.785><c>one </c><00:11:04.978><c>with </c><00:11:05.171><c>race, </c><00:11:05.364><c>us, </c><00:11:05.557><c>wx,</c> is at least a hefty one with race, us, wx, is at least a hefty one with race, us, wx, life <00:11:06.310><c>in </c><00:11:06.700><c>video, </c><00:11:07.090><c>number </c><00:11:07.480><c>one </c><00:11:07.870><c>is </c><00:11:08.260><c>point</c> life in video, number one is point life in video, number one is point for, for, for, there <00:11:09.751><c>are, </c><00:11:10.132><c>and </c><00:11:10.513><c>his </c><00:11:10.894><c>ex-husband </c><00:11:11.275><c>is, </c><00:11:11.656><c>percent, </c><00:11:12.037><c>there,</c> there are, and his ex-husband is, percent, there, there are, and his ex-husband is, percent, there, poured <00:11:12.442><c>into </c><00:11:12.664><c>Shepard, </c><00:11:12.886><c>your </c><00:11:13.108><c>standard, </c><00:11:13.330><c>something </c><00:11:13.552><c>like </c><00:11:13.774><c>that,</c> poured into Shepard, your standard, something like that, poured into Shepard, your standard, something like that, lion, <00:11:14.255><c>here </c><00:11:14.490><c>are </c><00:11:14.725><c>those </c><00:11:14.960><c>things, </c><00:11:15.195><c>there </c><00:11:15.430><c>in </c><00:11:15.665><c>porcelain</c> lion, here are those things, there in porcelain lion, here are those things, there in porcelain to <00:11:16.510><c>review </c><00:11:16.840><c>between </c><00:11:17.170><c>shadow</c> to review between shadow to review between shadow one <00:11:18.525><c>hundred </c><00:11:18.950><c>and </c><00:11:19.375><c>see, </c><00:11:19.800><c>guided </c><00:11:20.225><c>by </c><00:11:20.650><c>the</c> one hundred and see, guided by the one hundred and see, guided by the Edge, Edge, Edge, so <00:11:22.216><c>I </c><00:11:22.592><c>lower </c><00:11:22.968><c>in </c><00:11:23.344><c>foursome, </c><00:11:23.720><c>intrigue </c><00:11:24.096><c>for,</c> so I lower in foursome, intrigue for, so I lower in foursome, intrigue for, for, <00:11:24.538><c>I, </c><00:11:24.766><c>Sanke, </c><00:11:24.994><c>showa </c><00:11:25.222><c>C, </c><00:11:25.450><c>for</c> for, I, Sanke, showa C, for for, I, Sanke, showa C, for hot, <00:11:26.431><c>was </c><00:11:26.632><c>long </c><00:11:26.833><c>under, </c><00:11:27.034><c>the </c><00:11:27.235><c>first, </c><00:11:27.436><c>over </c><00:11:27.637><c>the</c> hot, was long under, the first, over the hot, was long under, the first, over the Edge, <00:11:28.335><c>they </c><00:11:28.730><c>had </c><00:11:29.125><c>enormous </c><00:11:29.520><c>beasts, </c><00:11:29.915><c>see, </c><00:11:30.310><c>you</c> Edge, they had enormous beasts, see, you Edge, they had enormous beasts, see, you can, <00:11:30.655><c>this </c><00:11:30.910><c>series, </c><00:11:31.165><c>see </c><00:11:31.420><c>this, </c><00:11:31.675><c>and </c><00:11:31.930><c>I </c><00:11:32.185><c>hope </c><00:11:32.440><c>this,</c> can, this series, see this, and I hope this, can, this series, see this, and I hope this, [ <00:11:32.815><c>__ </c><00:11:32.980><c>] </c><00:11:33.145><c>on </c><00:11:33.310><c>us,</c> [ __ ] on us, [ __ ] on us, it <00:11:34.296><c>would </c><00:11:34.592><c>be </c><00:11:34.888><c>divided </c><00:11:35.184><c>into </c><00:11:35.480><c>two. </c><00:11:35.776><c>The </c><00:11:36.072><c>boss </c><00:11:36.368><c>is, </c><00:11:36.664><c>watch</c> it would be divided into two. The boss is, watch it would be divided into two. The boss is, watch her, <00:11:37.570><c>and </c><00:11:37.990><c>Essie, </c><00:11:38.410><c>over, </c><00:11:38.830><c>anyway, </c><00:11:39.250><c>okay, </c><00:11:39.670><c>like</c> her, and Essie, over, anyway, okay, like her, and Essie, over, anyway, okay, like you, <00:11:41.250><c>Jona </c><00:11:41.990><c>Bhakta </c><00:11:42.730><c>The </c><00:11:43.470><c>pocket </c><00:11:44.210><c>YouTube </c><00:11:44.950><c>website,</c> you, Jona Bhakta The pocket YouTube website, you, Jona Bhakta The pocket YouTube website, you <00:11:45.610><c>get </c><00:11:45.790><c>a </c><00:11:45.970><c>fine, </c><00:11:46.150><c>then </c><00:11:46.330><c>Bhakri,</c> you get a fine, then Bhakri, you get a fine, then Bhakri, you're <00:11:47.496><c>complete, </c><00:11:47.822><c>and </c><00:11:48.148><c>about </c><00:11:48.474><c>beach, </c><00:11:48.800><c>okay, </c><00:11:49.126><c>what, </c><00:11:49.452><c>there </c><00:11:49.778><c>was</c> you're complete, and about beach, okay, what, there was you're complete, and about beach, okay, what, there was a <00:11:50.161><c>radio </c><00:11:50.422><c>station, </c><00:11:50.683><c>this </c><00:11:50.944><c>was </c><00:11:51.205><c>twenty </c><00:11:51.466><c>in </c><00:11:51.727><c>this</c> a radio station, this was twenty in this a radio station, this was twenty in this case, <00:11:52.100><c>and </c><00:11:52.320><c>then </c><00:11:52.540><c>I,</c> case, and then I, case, and then I, Horizon <00:11:53.290><c>online,</c> Horizon online, Horizon online, you're <00:11:55.097><c>Wednesday, </c><00:11:55.704><c>horizontal </c><00:11:56.311><c>action, </c><00:11:56.918><c>very</c> you're Wednesday, horizontal action, very you're Wednesday, horizontal action, very complete, <00:11:57.535><c>and </c><00:11:57.940><c>me </c><00:11:58.345><c>about </c><00:11:58.750><c>beers </c><00:11:59.155><c>where </c><00:11:59.560><c>the</c> complete, and me about beers where the complete, and me about beers where the station <00:12:00.214><c>is </c><00:12:00.628><c>too </c><00:12:01.042><c>serious </c><00:12:01.456><c>and </c><00:12:01.870><c>exam</c> station is too serious and exam station is too serious and exam things <00:12:02.658><c>can </c><00:12:02.906><c>be </c><00:12:03.154><c>done </c><00:12:03.402><c>with </c><00:12:03.650><c>it, </c><00:12:03.898><c>far </c><00:12:04.146><c>can </c><00:12:04.394><c>long, </c><00:12:04.642><c>it's </c><00:12:04.890><c>a</c> things can be done with it, far can long, it's a things can be done with it, far can long, it's a peach <00:12:05.401><c>champagne </c><00:12:05.692><c>to </c><00:12:05.983><c>use, </c><00:12:06.274><c>there </c><00:12:06.565><c>in </c><00:12:06.856><c>our </c><00:12:07.147><c>country,</c> peach champagne to use, there in our country, peach champagne to use, there in our country, you <00:12:07.592><c>drove, </c><00:12:07.854><c>that </c><00:12:08.116><c>you </c><00:12:08.378><c>need </c><00:12:08.640><c>to </c><00:12:08.902><c>use </c><00:12:09.164><c>for </c><00:12:09.426><c>Cisco,</c> you drove, that you need to use for Cisco, you drove, that you need to use for Cisco, in <00:12:10.557><c>this </c><00:12:10.724><c>case, </c><00:12:10.891><c>you </c><00:12:11.058><c>can </c><00:12:11.225><c>see </c><00:12:11.392><c>dance </c><00:12:11.559><c>is</c> in this case, you can see dance is in this case, you can see dance is encaustic, <00:12:12.047><c>some </c><00:12:12.324><c>point </c><00:12:12.601><c>is </c><00:12:12.878><c>everything</c> encaustic, some point is everything encaustic, some point is everything Adrian, <00:12:13.917><c>two, </c><00:12:14.324><c>and </c><00:12:14.731><c>full </c><00:12:15.138><c>with </c><00:12:15.545><c>again, </c><00:12:15.952><c>riant </c><00:12:16.359><c>for,</c> Adrian, two, and full with again, riant for, Adrian, two, and full with again, riant for, sorry <00:12:16.810><c>Ki, </c><00:12:17.020><c>because </c><00:12:17.230><c>it </c><00:12:17.440><c>is </c><00:12:17.650><c>creepy </c><00:12:17.860><c>created,</c> sorry Ki, because it is creepy created, sorry Ki, because it is creepy created, that <00:12:18.720><c>is </c><00:12:18.981><c>it </c><00:12:19.242><c>for </c><00:12:19.503><c>us, </c><00:12:19.764><c>there </c><00:12:20.025><c>was </c><00:12:20.286><c>a </c><00:12:20.547><c>beer, </c><00:12:20.808><c>I'm </c><00:12:21.069><c>going </c><00:12:21.330><c>to</c> that is it for us, there was a beer, I'm going to that is it for us, there was a beer, I'm going to mix, <00:12:21.760><c>3 </c><00:12:22.030><c>point </c><00:12:22.300><c>five, </c><00:12:22.570><c>okay,</c> mix, 3 point five, okay, mix, 3 point five, okay, sorry, <00:12:23.882><c>can </c><00:12:24.144><c>say, </c><00:12:24.406><c>there </c><00:12:24.668><c>in </c><00:12:24.930><c>porcelain, </c><00:12:25.192><c>got </c><00:12:25.454><c>a </c><00:12:25.716><c>show</c> sorry, can say, there in porcelain, got a show sorry, can say, there in porcelain, got a show of <00:12:26.604><c>100 </c><00:12:27.249><c>over,</c> of 100 over, of 100 over, first <00:12:28.818><c>see, </c><00:12:29.186><c>that </c><00:12:29.554><c>we, </c><00:12:29.922><c>the </c><00:12:30.290><c>BBC, </c><00:12:30.658><c>One </c><00:12:31.026><c>Grade,</c> first see, that we, the BBC, One Grade, first see, that we, the BBC, One Grade, point <00:12:31.567><c>five, </c><00:12:31.714><c>once </c><00:12:31.861><c>used </c><00:12:32.008><c>it, </c><00:12:32.155><c>but </c><00:12:32.302><c>you'll </c><00:12:32.449><c>be </c><00:12:32.596><c>able </c><00:12:32.743><c>to, </c><00:12:32.890><c>its </c><00:12:33.037><c>a</c> point five, once used it, but you'll be able to, its a point five, once used it, but you'll be able to, its a hazy hazy hazy Angelique, <00:12:36.268><c>it's </c><00:12:36.556><c>a </c><00:12:36.844><c>serious </c><00:12:37.132><c>tears </c><00:12:37.420><c>and</c> Angelique, it's a serious tears and Angelique, it's a serious tears and should <00:12:37.873><c>be </c><00:12:38.086><c>set </c><00:12:38.299><c>to </c><00:12:38.512><c>that, </c><00:12:38.725><c>Era, </c><00:12:38.938><c>also </c><00:12:39.151><c>6 </c><00:12:39.364><c>times </c><00:12:39.577><c>in,</c> should be set to that, Era, also 6 times in, should be set to that, Era, also 6 times in, according <00:12:40.066><c>to </c><00:12:40.312><c>mint, </c><00:12:40.558><c>in </c><00:12:40.804><c>saw </c><00:12:41.050><c>all, </c><00:12:41.296><c>not </c><00:12:41.542><c>only </c><00:12:41.788><c>at </c><00:12:42.034><c>one</c> according to mint, in saw all, not only at one according to mint, in saw all, not only at one size, size, size, her <00:12:43.522><c>first </c><00:12:43.744><c>CZ, </c><00:12:43.966><c>you </c><00:12:44.188><c>can </c><00:12:44.410><c>clip </c><00:12:44.632><c>from </c><00:12:44.854><c>sisters</c> her first CZ, you can clip from sisters her first CZ, you can clip from sisters Richard, <00:12:45.532><c>here </c><00:12:45.814><c>is </c><00:12:46.096><c>it </c><00:12:46.378><c>ever, </c><00:12:46.660><c>and </c><00:12:46.942><c>Erie, </c><00:12:47.224><c>ben</c> Richard, here is it ever, and Erie, ben Richard, here is it ever, and Erie, ben once, <00:12:48.049><c>you </c><00:12:48.268><c>give </c><00:12:48.487><c>this </c><00:12:48.706><c>to, </c><00:12:48.925><c>and </c><00:12:49.144><c>Idealia,</c> once, you give this to, and Idealia, once, you give this to, and Idealia, stations, <00:12:50.175><c>customizable </c><00:12:50.660><c>and </c><00:12:51.145><c>his </c><00:12:51.630><c>own, </c><00:12:52.115><c>that </c><00:12:52.600><c>or</c> stations, customizable and his own, that or stations, customizable and his own, that or boss <00:12:53.114><c>and </c><00:12:53.508><c>they </c><00:12:53.902><c>chose </c><00:12:54.296><c>seriously </c><00:12:54.690><c>should </c><00:12:55.084><c>be</c> boss and they chose seriously should be boss and they chose seriously should be divided <00:12:55.600><c>into </c><00:12:55.960><c>two </c><00:12:56.320><c>parts </c><00:12:56.680><c>of </c><00:12:57.040><c>a </c><00:12:57.400><c>few </c><00:12:57.760><c>are</c> divided into two parts of a few are divided into two parts of a few are even <00:12:58.295><c>number </c><00:12:58.620><c>of </c><00:12:58.945><c>was </c><00:12:59.270><c>so </c><00:12:59.595><c>for </c><00:12:59.920><c>boss </c><00:13:00.245><c>x</c> even number of was so for boss x even number of was so for boss x values <00:13:00.801><c>a </c><00:13:01.052><c>few </c><00:13:01.303><c>will </c><00:13:01.554><c>you </c><00:13:01.805><c>be </c><00:13:02.056><c>able </c><00:13:02.307><c>to </c><00:13:02.558><c>the</c> values a few will you be able to the values a few will you be able to the wire <00:13:03.148><c>into </c><00:13:03.526><c>half </c><00:13:03.904><c>and </c><00:13:04.282><c>there </c><00:13:04.660><c>comes </c><00:13:05.038><c>there </c><00:13:05.416><c>is </c><00:13:05.794><c>a</c> wire into half and there comes there is a wire into half and there comes there is a site <00:13:06.150><c>and </c><00:13:06.380><c>then </c><00:13:06.610><c>her </c><00:13:06.840><c>and </c><00:13:07.070><c>sit-ins </c><00:13:07.300><c>and</c> site and then her and sit-ins and site and then her and sit-ins and site <00:13:08.031><c>where </c><00:13:08.372><c>to </c><00:13:08.713><c>go </c><00:13:09.054><c>green </c><00:13:09.395><c>force </c><00:13:09.736><c>men </c><00:13:10.077><c>who </c><00:13:10.418><c>are</c> site where to go green force men who are site where to go green force men who are going <00:13:10.761><c>to </c><00:13:10.922><c>the </c><00:13:11.083><c>wired </c><00:13:11.244><c>is </c><00:13:11.405><c>there </c><00:13:11.566><c>a </c><00:13:11.727><c>forest </c><00:13:11.888><c>my</c> going to the wired is there a forest my going to the wired is there a forest my half <00:13:12.370><c>really</c> half really half really zte <00:13:13.533><c>and </c><00:13:13.796><c>half </c><00:13:14.059><c>out </c><00:13:14.322><c>of </c><00:13:14.585><c>the </c><00:13:14.848><c>he </c><00:13:15.111><c>at </c><00:13:15.374><c>that </c><00:13:15.637><c>moment</c> zte and half out of the he at that moment zte and half out of the he at that moment this <00:13:16.836><c>is </c><00:13:17.012><c>that </c><00:13:17.188><c>moment </c><00:13:17.364><c>the </c><00:13:17.540><c>gentleman </c><00:13:17.716><c>or </c><00:13:17.892><c>this </c><00:13:18.068><c>is </c><00:13:18.244><c>a</c> this is that moment the gentleman or this is a this is that moment the gentleman or this is a moment <00:13:18.605><c>the </c><00:13:18.780><c>gentleman </c><00:13:18.955><c>so </c><00:13:19.130><c>knows </c><00:13:19.305><c>the </c><00:13:19.480><c>forests</c> moment the gentleman so knows the forests moment the gentleman so knows the forests rinpoche <00:13:20.087><c>with </c><00:13:20.275><c>whom </c><00:13:20.463><c>you </c><00:13:20.651><c>had </c><00:13:20.839><c>courage </c><00:13:21.027><c>to </c><00:13:21.215><c>cerium</c> rinpoche with whom you had courage to cerium rinpoche with whom you had courage to cerium sponge <00:13:22.024><c>people </c><00:13:22.498><c>of </c><00:13:22.972><c>the </c><00:13:23.446><c>compressor </c><00:13:23.920><c>site</c> sponge people of the compressor site sponge people of the compressor site and <00:13:24.756><c>and </c><00:13:25.202><c>saw </c><00:13:25.648><c>her </c><00:13:26.094><c>fedja </c><00:13:26.540><c>tint </c><00:13:26.986><c>boring </c><00:13:27.432><c>I </c><00:13:27.878><c>in</c> and and saw her fedja tint boring I in and and saw her fedja tint boring I in this <00:13:28.276><c>case </c><00:13:28.523><c>do </c><00:13:28.770><c>want </c><00:13:29.017><c>just</c> this case do want just this case do want just disco <00:13:29.572><c>light </c><00:13:29.824><c>and </c><00:13:30.076><c>they </c><00:13:30.328><c>moment </c><00:13:30.580><c>is </c><00:13:30.832><c>such </c><00:13:31.084><c>a</c> disco light and they moment is such a disco light and they moment is such a healthy <00:13:31.441><c>breakfast </c><00:13:31.673><c>x </c><00:13:31.905><c>there </c><00:13:32.137><c>so </c><00:13:32.369><c>hard </c><00:13:32.601><c>need </c><00:13:32.833><c>there </c><00:13:33.065><c>in</c> healthy breakfast x there so hard need there in healthy breakfast x there so hard need there in foursome <00:13:33.380><c>into </c><00:13:33.600><c>the </c><00:13:33.820><c>edge</c> foursome into the edge foursome into the edge the <00:13:34.880><c>fact </c><00:13:35.340><c>compressor </c><00:13:35.800><c>apples </c><00:13:36.260><c>and </c><00:13:36.720><c>in </c><00:13:37.180><c>force</c> the fact compressor apples and in force the fact compressor apples and in force mid <00:13:37.739><c>midi </c><00:13:38.058><c>there </c><00:13:38.377><c>is </c><00:13:38.696><c>in </c><00:13:39.015><c>his </c><00:13:39.334><c>pocket</c> mid midi there is in his pocket mid midi there is in his pocket okay <00:13:40.610><c>this </c><00:13:40.860><c>is </c><00:13:41.110><c>how </c><00:13:41.360><c>to </c><00:13:41.610><c>use </c><00:13:41.860><c>interaction</c> okay this is how to use interaction okay this is how to use interaction degraen degraen degraen to <00:13:44.691><c>a </c><00:13:45.212><c>kind </c><00:13:45.733><c>of </c><00:13:46.254><c>o </c><00:13:46.775><c>design </c><00:13:47.296><c>for </c><00:13:47.817><c>collins </c><00:13:48.338><c>other</c> to a kind of o design for collins other to a kind of o design for collins other action <00:13:49.051><c>and </c><00:13:49.282><c>load </c><00:13:49.513><c>and </c><00:13:49.744><c>you </c><00:13:49.975><c>the </c><00:13:50.206><c>action </c><00:13:50.437><c>moment</c> action and load and you the action moment action and load and you the action moment okay <00:13:52.658><c>solis </c><00:13:53.066><c>quickly </c><00:13:53.474><c>more </c><00:13:53.882><c>to </c><00:13:54.290><c>setup </c><00:13:54.698><c>and </c><00:13:55.106><c>case </c><00:13:55.514><c>is</c> okay solis quickly more to setup and case is okay solis quickly more to setup and case is nam <00:13:55.910><c>barbie </c><00:13:56.030><c>hi</c> nam barbie hi nam barbie hi who <00:13:57.806><c>her </c><00:13:58.292><c>balance </c><00:13:58.778><c>other </c><00:13:59.264><c>extreme </c><00:13:59.750><c>dead</c> who her balance other extreme dead who her balance other extreme dead and <00:14:00.200><c>baixar</c> and baixar and baixar binding <00:14:01.635><c>okay </c><00:14:02.050><c>use </c><00:14:02.465><c>dimensions </c><00:14:02.880><c>is </c><00:14:03.295><c>out </c><00:14:03.710><c>corner</c> binding okay use dimensions is out corner binding okay use dimensions is out corner go <00:14:04.455><c>along </c><00:14:04.810><c>so </c><00:14:05.165><c>said </c><00:14:05.520><c>who </c><00:14:05.875><c>is </c><00:14:06.230><c>big </c><00:14:06.585><c>statement</c> go along so said who is big statement go along so said who is big statement always <00:14:07.193><c>Calm </c><00:14:07.526><c>again </c><00:14:07.859><c>is </c><00:14:08.192><c>something </c><00:14:08.525><c>to </c><00:14:08.858><c>be </c><00:14:09.191><c>aware </c><00:14:09.524><c>of </c><00:14:09.857><c>with</c> always Calm again is something to be aware of with always Calm again is something to be aware of with action <00:14:10.490><c>and </c><00:14:10.850><c>bonding, </c><00:14:11.210><c>that </c><00:14:11.570><c>is </c><00:14:11.930><c>radios </c><00:14:12.290><c>to</c> action and bonding, that is radios to action and bonding, that is radios to one <00:14:12.885><c>of </c><00:14:13.180><c>you, </c><00:14:13.475><c>action </c><00:14:13.770><c>and </c><00:14:14.065><c>bonding, </c><00:14:14.360><c>simply </c><00:14:14.655><c>by</c> one of you, action and bonding, simply by one of you, action and bonding, simply by increasing <00:14:15.057><c>such </c><00:14:15.274><c>a </c><00:14:15.491><c>moment </c><00:14:15.708><c>of</c> increasing such a moment of increasing such a moment of power, <00:14:16.486><c>one </c><00:14:16.872><c>of </c><00:14:17.258><c>them, </c><00:14:17.644><c>XYZ, </c><00:14:18.030><c>okay, </c><00:14:18.416><c>like, </c><00:14:18.802><c>so </c><00:14:19.188><c>more</c> power, one of them, XYZ, okay, like, so more power, one of them, XYZ, okay, like, so more the <00:14:20.227><c>news </c><00:14:20.454><c>came </c><00:14:20.681><c>with </c><00:14:20.908><c>all </c><00:14:21.135><c>its </c><00:14:21.362><c>might, </c><00:14:21.589><c>and</c> the news came with all its might, and the news came with all its might, and how <00:14:22.280><c>does </c><00:14:22.430><c>that </c><00:14:22.580><c>moment </c><00:14:22.730><c>go, </c><00:14:22.880><c>devoutly,</c> how does that moment go, devoutly, how does that moment go, devoutly, I <00:14:24.225><c>said, </c><00:14:24.610><c>sections, </c><00:14:24.995><c>and </c><00:14:25.380><c>had </c><00:14:25.765><c>as </c><00:14:26.150><c>a </c><00:14:26.535><c>moment</c> I said, sections, and had as a moment I said, sections, and had as a moment that <00:14:26.960><c>we </c><00:14:27.080><c>took </c><00:14:27.200><c>too </c><00:14:27.320><c>long, </c><00:14:27.440><c>actions,</c> that we took too long, actions, that we took too long, actions, this <00:14:28.795><c>is </c><00:14:29.160><c>there, </c><00:14:29.525><c>or </c><00:14:29.890><c>at </c><00:14:30.255><c>access </c><00:14:30.620><c>moment,</c> this is there, or at access moment, this is there, or at access moment, okay, <00:14:32.162><c>so </c><00:14:32.534><c>intense </c><00:14:32.906><c>as </c><00:14:33.278><c>we </c><00:14:33.650><c>are, </c><00:14:34.022><c>it </c><00:14:34.394><c>is</c> okay, so intense as we are, it is okay, so intense as we are, it is simplified, <00:14:35.078><c>is </c><00:14:35.576><c>moment </c><00:14:36.074><c>by </c><00:14:36.572><c>increasing </c><00:14:37.070><c>one</c> simplified, is moment by increasing one simplified, is moment by increasing one of <00:14:38.006><c>them, </c><00:14:38.282><c>and </c><00:14:38.558><c>rebuilding </c><00:14:38.834><c>them, </c><00:14:39.110><c>Asserlaan,</c> of them, and rebuilding them, Asserlaan, of them, and rebuilding them, Asserlaan, something <00:14:39.725><c>like </c><00:14:40.070><c>that, </c><00:14:40.415><c>a </c><00:14:40.760><c>problem </c><00:14:41.105><c>for </c><00:14:41.450><c>an</c> something like that, a problem for an something like that, a problem for an extra <00:14:42.135><c>menthol </c><00:14:42.640><c>problem, </c><00:14:43.145><c>Unix, </c><00:14:43.650><c>and </c><00:14:44.155><c>moment, </c><00:14:44.660><c>and</c> extra menthol problem, Unix, and moment, and extra menthol problem, Unix, and moment, and beautiful <00:14:45.278><c>design </c><00:14:45.626><c>salon </c><00:14:45.974><c>set </c><00:14:46.322><c>2, </c><00:14:46.670><c>I'm </c><00:14:47.018><c>so </c><00:14:47.366><c>busy </c><00:14:47.714><c>here,</c> beautiful design salon set 2, I'm so busy here, beautiful design salon set 2, I'm so busy here, busy <00:14:48.644><c>with </c><00:14:49.178><c>Limburg, </c><00:14:49.712><c>for </c><00:14:50.246><c>that, </c><00:14:50.780><c>one</c> busy with Limburg, for that, one busy with Limburg, for that, one epic <00:14:51.222><c>jewelry </c><00:14:51.454><c>wound, </c><00:14:51.686><c>maybe </c><00:14:51.918><c>a,</c> epic jewelry wound, maybe a, epic jewelry wound, maybe a, we <00:14:53.201><c>have, </c><00:14:53.402><c>beginning </c><00:14:53.603><c>to </c><00:14:53.804><c>choose </c><00:14:54.005><c>only </c><00:14:54.206><c>one </c><00:14:54.407><c>of</c> we have, beginning to choose only one of we have, beginning to choose only one of them, <00:14:54.728><c>and </c><00:14:54.926><c>who, </c><00:14:55.124><c>a </c><00:14:55.322><c>crisis, </c><00:14:55.520><c>that </c><00:14:55.718><c>a </c><00:14:55.916><c>low, </c><00:14:56.114><c>and</c> them, and who, a crisis, that a low, and them, and who, a crisis, that a low, and belt <00:14:56.955><c>loops, </c><00:14:57.400><c>and </c><00:14:57.845><c>let's </c><00:14:58.290><c>solution, </c><00:14:58.735><c>here </c><00:14:59.180><c>is </c><00:14:59.625><c>the</c> belt loops, and let's solution, here is the belt loops, and let's solution, here is the voucher, <00:15:00.610><c>a </c><00:15:00.960><c>tablet, </c><00:15:01.310><c>I </c><00:15:01.660><c>sections, </c><00:15:02.010><c>that </c><00:15:02.360><c>bye-bye-</c> voucher, a tablet, I sections, that bye-bye- voucher, a tablet, I sections, that bye-bye- bye <00:15:03.145><c>incident </c><00:15:03.660><c>is </c><00:15:04.175><c>greater </c><00:15:04.690><c>than </c><00:15:05.205><c>by </c><00:15:05.720><c>the</c> bye incident is greater than by the bye incident is greater than by the wider, <00:15:06.278><c>Bonnie, </c><00:15:06.626><c>there, </c><00:15:06.974><c>so </c><00:15:07.322><c>in </c><00:15:07.670><c>this </c><00:15:08.018><c>case, </c><00:15:08.366><c>the, </c><00:15:08.714><c>and</c> wider, Bonnie, there, so in this case, the, and wider, Bonnie, there, so in this case, the, and Mac <00:15:09.190><c>Solgar </c><00:15:09.541><c>form, </c><00:15:09.892><c>and </c><00:15:10.243><c>are </c><00:15:10.594><c>you </c><00:15:10.945><c>born </c><00:15:11.296><c>to</c> Mac Solgar form, and are you born to Mac Solgar form, and are you born to design <00:15:12.110><c>for,</c> design for, design for, and <00:15:13.061><c>my </c><00:15:13.292><c>ex, </c><00:15:13.523><c>there, </c><00:15:13.754><c>swing </c><00:15:13.985><c>this </c><00:15:14.216><c>moment, </c><00:15:14.447><c>who</c> and my ex, there, swing this moment, who and my ex, there, swing this moment, who ever <00:15:14.855><c>in </c><00:15:15.080><c>Macs, </c><00:15:15.305><c>that's </c><00:15:15.530><c>a </c><00:15:15.755><c>beautiful </c><00:15:15.980><c>design,</c> ever in Macs, that's a beautiful design, ever in Macs, that's a beautiful design, Emily <00:15:16.790><c>Side </c><00:15:17.120><c>video, </c><00:15:17.450><c>what, </c><00:15:17.780><c>what </c><00:15:18.110><c>is </c><00:15:18.440><c>this,</c> Emily Side video, what, what is this, Emily Side video, what, what is this, Charlotte's, <00:15:19.005><c>who, </c><00:15:19.270><c>in </c><00:15:19.535><c>this </c><00:15:19.800><c>case, </c><00:15:20.065><c>who </c><00:15:20.330><c>gave </c><00:15:20.595><c>You</c> Charlotte's, who, in this case, who gave You Charlotte's, who, in this case, who gave You choke <00:15:21.125><c>crime </c><00:15:21.470><c>cm</c> choke crime cm choke crime cm vkz <00:15:23.351><c>quarrel </c><00:15:23.802><c>here </c><00:15:24.253><c>this </c><00:15:24.704><c>is </c><00:15:25.155><c>there </c><00:15:25.606><c>figure </c><00:15:26.057><c>gram </c><00:15:26.508><c>they</c> vkz quarrel here this is there figure gram they vkz quarrel here this is there figure gram they who <00:15:26.936><c>is </c><00:15:27.212><c>cold </c><00:15:27.488><c>it </c><00:15:27.764><c>is </c><00:15:28.040><c>everything </c><00:15:28.316><c>in </c><00:15:28.592><c>this </c><00:15:28.868><c>case </c><00:15:29.144><c>it</c> who is cold it is everything in this case it who is cold it is everything in this case it is <00:15:29.795><c>best </c><00:15:30.170><c>to</c> is best to is best to them <00:15:31.351><c>and </c><00:15:31.812><c>macs </c><00:15:32.273><c>and </c><00:15:32.734><c>who </c><00:15:33.195><c>is </c><00:15:33.656><c>bergen </c><00:15:34.117><c>toe </c><00:15:34.578><c>and</c> them and macs and who is bergen toe and them and macs and who is bergen toe and disinterested <00:15:35.255><c>edge </c><00:15:35.750><c>you </c><00:15:36.245><c>there </c><00:15:36.740><c>is </c><00:15:37.235><c>silk </c><00:15:37.730><c>is</c> disinterested edge you there is silk is disinterested edge you there is silk is tooth shape tooth shape tooth shape to <00:15:39.534><c>bridge </c><00:15:39.748><c>on </c><00:15:39.962><c>stage </c><00:15:40.176><c>tools </c><00:15:40.390><c>is </c><00:15:40.604><c>the </c><00:15:40.818><c>online</c> to bridge on stage tools is the online to bridge on stage tools is the online turnover <00:15:41.257><c>in </c><00:15:41.514><c>genres </c><00:15:41.771><c>tielens </c><00:15:42.028><c>as </c><00:15:42.285><c>if </c><00:15:42.542><c>Seibu </c><00:15:42.799><c>16</c> turnover in genres tielens as if Seibu 16 turnover in genres tielens as if Seibu 16 is <00:15:43.604><c>also </c><00:15:44.048><c>some </c><00:15:44.492><c>cases </c><00:15:44.936><c>which </c><00:15:45.380><c>day</c> is also some cases which day is also some cases which day which <00:15:46.366><c>this </c><00:15:46.512><c>is </c><00:15:46.658><c>so </c><00:15:46.804><c>this </c><00:15:46.950><c>would </c><00:15:47.096><c>be </c><00:15:47.242><c>a </c><00:15:47.388><c>cigar</c> which this is so this would be a cigar which this is so this would be a cigar and <00:15:48.030><c>and </c><00:15:48.280><c>no </c><00:15:48.530><c>be </c><00:15:48.780><c>always </c><00:15:49.030><c>be </c><00:15:49.280><c>ready </c><00:15:49.530><c>to </c><00:15:49.780><c>and </c><00:15:50.030><c>macs</c> and and no be always be ready to and macs and and no be always be ready to and macs and <00:15:50.712><c>that </c><00:15:51.184><c>and </c><00:15:51.656><c>that </c><00:15:52.128><c>there </c><00:15:52.600><c>no </c><00:15:53.072><c>there </c><00:15:53.544><c>along </c><00:15:54.016><c>the</c> and that and that there no there along the and that and that there no there along the long <00:15:54.410><c>party </c><00:15:54.680><c>turnover </c><00:15:54.950><c>Alan </c><00:15:55.220><c>Turing </c><00:15:55.490><c>center </c><00:15:55.760><c>also</c> long party turnover Alan Turing center also long party turnover Alan Turing center also the <00:15:56.045><c>bull </c><00:15:56.210><c>just </c><00:15:56.375><c>like </c><00:15:56.540><c>there </c><00:15:56.705><c>boring </c><00:15:56.870><c>the</c> the bull just like there boring the the bull just like there boring the shoe <00:15:58.182><c>that </c><00:15:58.534><c>role </c><00:15:58.886><c>that </c><00:15:59.238><c>day </c><00:15:59.590><c>so </c><00:15:59.942><c>busy </c><00:16:00.294><c>to </c><00:16:00.646><c>and</c> shoe that role that day so busy to and shoe that role that day so busy to and the <00:16:00.920><c>ex</c> the ex the ex divided <00:16:01.909><c>by </c><00:16:02.479><c>Edgar </c><00:16:03.049><c>checked </c><00:16:03.619><c>this</c> divided by Edgar checked this divided by Edgar checked this video video video and <00:16:05.075><c>then </c><00:16:05.460><c>complete </c><00:16:05.845><c>and </c><00:16:06.230><c>interest </c><00:16:06.615><c>divided </c><00:16:07.000><c>by</c> and then complete and interest divided by and then complete and interest divided by that <00:16:07.546><c>day </c><00:16:07.942><c>will </c><00:16:08.338><c>be </c><00:16:08.734><c>ones </c><00:16:09.130><c>that </c><00:16:09.526><c>would </c><00:16:09.922><c>be </c><00:16:10.318><c>said </c><00:16:10.714><c>you</c> that day will be ones that would be said you that day will be ones that would be said you that <00:16:11.170><c>would </c><00:16:11.320><c>be </c><00:16:11.470><c>great </c><00:16:11.620><c>then </c><00:16:11.770><c>become </c><00:16:11.920><c>that </c><00:16:12.070><c>there </c><00:16:12.220><c>is</c> that would be great then become that there is that would be great then become that there is an <00:16:12.370><c>alarm</c> an alarm an alarm design <00:16:13.196><c>is </c><00:16:13.572><c>the </c><00:16:13.948><c>and </c><00:16:14.324><c>macs </c><00:16:14.700><c>is </c><00:16:15.076><c>great </c><00:16:15.452><c>oh </c><00:16:15.828><c>where </c><00:16:16.204><c>are</c> design is the and macs is great oh where are design is the and macs is great oh where are you <00:16:16.510><c>there </c><00:16:16.780><c>is </c><00:16:17.050><c>greater </c><00:16:17.320><c>than</c> you there is greater than you there is greater than and <00:16:18.025><c>beautiful </c><00:16:18.370><c>on </c><00:16:18.715><c>abidar </c><00:16:19.060><c>soybean </c><00:16:19.405><c>to </c><00:16:19.750><c>the </c><00:16:20.095><c>moon </c><00:16:20.440><c>and</c> and beautiful on abidar soybean to the moon and and beautiful on abidar soybean to the moon and wine <00:16:20.980><c>and </c><00:16:21.310><c>legal </c><00:16:21.640><c>it </c><00:16:21.970><c>and </c><00:16:22.300><c>you </c><00:16:22.630><c>very </c><00:16:22.960><c>well</c> wine and legal it and you very well wine and legal it and you very well and <00:16:23.581><c>explore </c><00:16:23.902><c>I </c><00:16:24.223><c>a </c><00:16:24.544><c>mix </c><00:16:24.865><c>dash </c><00:16:25.186><c>using </c><00:16:25.507><c>this</c> and explore I a mix dash using this and explore I a mix dash using this I <00:16:26.080><c>erase </c><00:16:26.350><c>so</c> I erase so I erase so and <00:16:27.704><c>mix </c><00:16:27.948><c>day </c><00:16:28.192><c>new </c><00:16:28.436><c>our </c><00:16:28.680><c>oil </c><00:16:28.924><c>quickly </c><00:16:29.168><c>in</c> and mix day new our oil quickly in and mix day new our oil quickly in macs <00:16:29.470><c>that </c><00:16:29.650><c>you </c><00:16:29.830><c>had </c><00:16:30.010><c>it </c><00:16:30.190><c>in </c><00:16:30.370><c>the </c><00:16:30.550><c>blog </c><00:16:30.730><c>der </c><00:16:30.910><c>plas</c> macs that you had it in the blog der plas macs that you had it in the blog der plas valeo <00:16:33.035><c>empty </c><00:16:33.450><c>youfone </c><00:16:33.865><c>Sim </c><00:16:34.280><c>save </c><00:16:34.695><c>who </c><00:16:35.110><c>a</c> valeo empty youfone Sim save who a valeo empty youfone Sim save who a store <00:16:35.406><c>you </c><00:16:35.582><c>tired </c><00:16:35.758><c>them </c><00:16:35.934><c>and </c><00:16:36.110><c>save </c><00:16:36.286><c>what </c><00:16:36.462><c>how </c><00:16:36.638><c>it</c> store you tired them and save what how it store you tired them and save what how it I <00:16:36.988><c>had </c><00:16:37.186><c>a </c><00:16:37.384><c>course </c><00:16:37.582><c>and </c><00:16:37.780><c>where </c><00:16:37.978><c>and </c><00:16:38.176><c>who </c><00:16:38.374><c>the</c> I had a course and where and who the I had a course and where and who the between <00:16:38.736><c>and </c><00:16:38.942><c>me </c><00:16:39.148><c>really </c><00:16:39.354><c>super </c><00:16:39.560><c>sometimes </c><00:16:39.766><c>a </c><00:16:39.972><c>code </c><00:16:40.178><c>in</c> between and me really super sometimes a code in between and me really super sometimes a code in extras <00:16:40.653><c>like </c><00:16:40.946><c>a </c><00:16:41.239><c>mix </c><00:16:41.532><c>there </c><00:16:41.825><c>I </c><00:16:42.118><c>see </c><00:16:42.411><c>I </c><00:16:42.704><c>was </c><00:16:42.997><c>in</c> extras like a mix there I see I was in extras like a mix there I see I was in Merksplas Merksplas Merksplas Peter <00:16:45.055><c>after </c><00:16:45.460><c>was </c><00:16:45.865><c>the </c><00:16:46.270><c>live </c><00:16:46.675><c>by </c><00:16:47.080><c>Edgar</c> Peter after was the live by Edgar Peter after was the live by Edgar divided <00:16:48.545><c>by </c><00:16:48.990><c>Buddha's </c><00:16:49.435><c>was </c><00:16:49.880><c>the </c><00:16:50.325><c>bye </c><00:16:50.770><c>bye</c> divided by Buddha's was the bye bye divided by Buddha's was the bye bye and <00:16:52.192><c>what </c><00:16:52.654><c>okay </c><00:16:53.116><c>so </c><00:16:53.578><c>I </c><00:16:54.040><c>want </c><00:16:54.502><c>a </c><00:16:54.964><c>gate </c><00:16:55.426><c>has </c><00:16:55.888><c>yo </c><00:16:56.350><c>ho</c> and what okay so I want a gate has yo ho and what okay so I want a gate has yo ho you <00:16:56.960><c>say </c><00:16:57.330><c>of </c><00:16:57.700><c>a </c><00:16:58.070><c>that </c><00:16:58.440><c>in </c><00:16:58.810><c>mix</c> you say of a that in mix you say of a that in mix about <00:16:59.717><c>I </c><00:17:00.054><c>you </c><00:17:00.391><c>there </c><00:17:00.728><c>there </c><00:17:01.065><c>is </c><00:17:01.402><c>Lizzie </c><00:17:01.739><c>are </c><00:17:02.076><c>and</c> about I you there there is Lizzie are and about I you there there is Lizzie are and beautiful <00:17:02.690><c>on </c><00:17:02.940><c>shore </c><00:17:03.190><c>bida'</c> beautiful on shore bida' beautiful on shore bida' in <00:17:05.190><c>this </c><00:17:05.421><c>case </c><00:17:05.652><c>the </c><00:17:05.883><c>and </c><00:17:06.114><c>beautiful </c><00:17:06.345><c>word </c><00:17:06.576><c>goverse</c> in this case the and beautiful word goverse in this case the and beautiful word goverse design <00:17:07.175><c>and </c><00:17:07.411><c>who </c><00:17:07.647><c>is </c><00:17:07.883><c>heartier </c><00:17:08.119><c>is </c><00:17:08.355><c>the </c><00:17:08.591><c>m </c><00:17:08.827><c>long</c> design and who is heartier is the m long design and who is heartier is the m long and <00:17:09.553><c>belt </c><00:17:09.826><c>loops </c><00:17:10.099><c>and </c><00:17:10.372><c>macs </c><00:17:10.645><c>and </c><00:17:10.918><c>we </c><00:17:11.191><c>use </c><00:17:11.464><c>in </c><00:17:11.737><c>this</c> and belt loops and macs and we use in this and belt loops and macs and we use in this case <00:17:12.193><c>I </c><00:17:12.466><c>knew </c><00:17:12.739><c>and </c><00:17:13.012><c>for </c><00:17:13.285><c>the </c><00:17:13.558><c>war </c><00:17:13.831><c>and </c><00:17:14.104><c>my </c><00:17:14.377><c>gosh</c> case I knew and for the war and my gosh case I knew and for the war and my gosh ruby <00:17:15.100><c>what </c><00:17:15.520><c>toe </c><00:17:15.940><c>and </c><00:17:16.360><c>like </c><00:17:16.780><c>bloody </c><00:17:17.200><c>times </c><00:17:17.620><c>that </c><00:17:18.040><c>about</c> ruby what toe and like bloody times that about ruby what toe and like bloody times that about something <00:17:19.110><c>deadlines </c><00:17:19.940><c>and </c><00:17:20.770><c>macs</c> something deadlines and macs something deadlines and macs so <00:17:21.606><c>I </c><00:17:21.932><c>mission </c><00:17:22.258><c>organic </c><00:17:22.584><c>with </c><00:17:22.910><c>and </c><00:17:23.236><c>for </c><00:17:23.562><c>the </c><00:17:23.888><c>5</c> so I mission organic with and for the 5 so I mission organic with and for the 5 we <00:17:24.986><c>a </c><00:17:25.182><c>worm </c><00:17:25.378><c>to </c><00:17:25.574><c>use </c><00:17:25.770><c>and </c><00:17:25.966><c>I </c><00:17:26.162><c>hope </c><00:17:26.358><c>this </c><00:17:26.554><c>I</c> we a worm to use and I hope this I we a worm to use and I hope this I live <00:17:27.165><c>chance </c><00:17:27.560><c>to </c><00:17:27.955><c>remove </c><00:17:28.350><c>warm </c><00:17:28.745><c>them </c><00:17:29.140><c>moment</c> live chance to remove warm them moment live chance to remove warm them moment and <00:17:30.065><c>increase </c><00:17:30.360><c>the </c><00:17:30.655><c>as </c><00:17:30.950><c>a </c><00:17:31.245><c>soul </c><00:17:31.540><c>suddenly </c><00:17:31.835><c>again</c> and increase the as a soul suddenly again and increase the as a soul suddenly again are <00:17:32.420><c>changing </c><00:17:32.700><c>will </c><00:17:32.980><c>problem </c><00:17:33.260><c>for </c><00:17:33.540><c>to </c><00:17:33.820><c>your</c> are changing will problem for to your are changing will problem for to your ex <00:17:34.634><c>no </c><00:17:35.148><c>binding </c><00:17:35.662><c>tool </c><00:17:36.176><c>problem </c><00:17:36.690><c>is </c><00:17:37.204><c>and </c><00:17:37.718><c>yoni</c> ex no binding tool problem is and yoni ex no binding tool problem is and yoni action <00:17:38.136><c>binding </c><00:17:38.342><c>we </c><00:17:38.548><c>family </c><00:17:38.754><c>fire </c><00:17:38.960><c>so </c><00:17:39.166><c>that </c><00:17:39.372><c>is </c><00:17:39.578><c>toe</c> action binding we family fire so that is toe action binding we family fire so that is toe I <00:17:41.660><c>change </c><00:17:42.480><c>Garnier </c><00:17:43.300><c>put</c> I change Garnier put I change Garnier put [ <00:17:43.672><c>__ </c><00:17:43.894><c>] </c><00:17:44.116><c>now </c><00:17:44.338><c>what </c><00:17:44.560><c>is </c><00:17:44.782><c>it </c><00:17:45.004><c>Peter </c><00:17:45.226><c>what </c><00:17:45.448><c>is </c><00:17:45.670><c>so</c> [ __ ] now what is it Peter what is so [ __ ] now what is it Peter what is so radio <00:17:46.555><c>p </c><00:17:47.020><c>Tabitha </c><00:17:47.485><c>is </c><00:17:47.950><c>the </c><00:17:48.415><c>enhancement </c><00:17:48.880><c>of</c> radio p Tabitha is the enhancement of radio p Tabitha is the enhancement of patient <00:17:49.360><c>beyond </c><00:17:49.690><c>action </c><00:17:50.020><c>and </c><00:17:50.350><c>bonding </c><00:17:50.680><c>weekend</c> patient beyond action and bonding weekend patient beyond action and bonding weekend in <00:17:51.865><c>this </c><00:17:52.210><c>course, </c><00:17:52.555><c>pigeons </c><00:17:52.900><c>from</c> in this course, pigeons from in this course, pigeons from Geboers <00:17:54.125><c>create </c><00:17:54.510><c>winti </c><00:17:54.895><c>tool </c><00:17:55.280><c>NZbee </c><00:17:55.665><c>is </c><00:17:56.050><c>a </c><00:17:56.435><c>cool</c> Geboers create winti tool NZbee is a cool Geboers create winti tool NZbee is a cool lesson <00:17:57.704><c>idea, </c><00:17:58.008><c>so </c><00:17:58.312><c>I </c><00:17:58.616><c>want </c><00:17:58.920><c>that </c><00:17:59.224><c>vacation </c><00:17:59.528><c>that</c> lesson idea, so I want that vacation that lesson idea, so I want that vacation that you <00:17:59.998><c>hard </c><00:18:00.256><c>I </c><00:18:00.514><c>nation </c><00:18:00.772><c>hear </c><00:18:01.030><c>which </c><00:18:01.288><c>I </c><00:18:01.546><c>had </c><00:18:01.804><c>wis</c> you hard I nation hear which I had wis you hard I nation hear which I had wis and <00:18:02.222><c>Portugal </c><00:18:02.484><c>for </c><00:18:02.746><c>the </c><00:18:03.008><c>one </c><00:18:03.270><c>and </c><00:18:03.532><c>is </c><00:18:03.794><c>the </c><00:18:04.056><c>show</c> and Portugal for the one and is the show and Portugal for the one and is the show Lisa Lisa Lisa drying <00:18:05.550><c>zi </c><00:18:06.200><c>are </c><00:18:06.850><c>using</c> drying zi are using drying zi are using and <00:18:08.088><c>this </c><00:18:08.276><c>is </c><00:18:08.464><c>the </c><00:18:08.652><c>book </c><00:18:08.840><c>wrote </c><00:18:09.028><c>my </c><00:18:09.216><c>title</c> and this is the book wrote my title and this is the book wrote my title polishing <00:18:09.890><c>games </c><00:18:10.230><c>like </c><00:18:10.570><c>the </c><00:18:10.910><c>valley </c><00:18:11.250><c>of </c><00:18:11.590><c>the</c> polishing games like the valley of the polishing games like the valley of the data <00:18:12.227><c>in </c><00:18:12.384><c>the </c><00:18:12.541><c>coach </c><00:18:12.698><c>and </c><00:18:12.855><c>fork </c><00:18:13.012><c>and </c><00:18:13.169><c>I </c><00:18:13.326><c>mission</c> data in the coach and fork and I mission data in the coach and fork and I mission for <00:18:13.941><c>the </c><00:18:14.282><c>way </c><00:18:14.623><c>to </c><00:18:14.964><c>kind </c><00:18:15.305><c>the </c><00:18:15.646><c>swallow </c><00:18:15.987><c>Peter </c><00:18:16.328><c>the</c> for the way to kind the swallow Peter the for the way to kind the swallow Peter the heart <00:18:17.493><c>of </c><00:18:17.726><c>a </c><00:18:17.959><c>in </c><00:18:18.192><c>his </c><00:18:18.425><c>vario </c><00:18:18.658><c>of </c><00:18:18.891><c>and </c><00:18:19.124><c>about </c><00:18:19.357><c>BPX</c> heart of a in his vario of and about BPX heart of a in his vario of and about BPX times <00:18:20.281><c>real </c><00:18:20.692><c>see </c><00:18:21.103><c>you </c><00:18:21.514><c>can </c><00:18:21.925><c>see </c><00:18:22.336><c>you </c><00:18:22.747><c>could</c> times real see you can see you could times real see you can see you could lead <00:18:23.215><c>to </c><00:18:23.470><c>business </c><00:18:23.725><c>trendy </c><00:18:23.980><c>and </c><00:18:24.235><c>Edgar </c><00:18:24.490><c>still</c> lead to business trendy and Edgar still lead to business trendy and Edgar still like <00:18:26.699><c>I </c><00:18:27.039><c>try </c><00:18:27.379><c>to </c><00:18:27.719><c>catch </c><00:18:28.059><c>on </c><00:18:28.399><c>and </c><00:18:28.739><c>about</c> like I try to catch on and about like I try to catch on and about BFFs <00:18:29.795><c>century </c><00:18:30.341><c>is </c><00:18:30.887><c>so </c><00:18:31.433><c>let's </c><00:18:31.979><c>say</c> BFFs century is so let's say BFFs century is so let's say point-to-point <00:18:32.539><c>region </c><00:18:33.008><c>that </c><00:18:33.477><c>choose </c><00:18:33.946><c>where </c><00:18:34.415><c>you </c><00:18:34.884><c>bid</c> point-to-point region that choose where you bid point-to-point region that choose where you bid on <00:18:35.267><c>Judith </c><00:18:35.615><c>the </c><00:18:35.963><c>radio </c><00:18:36.311><c>Pieten </c><00:18:36.659><c>lord</c> on Judith the radio Pieten lord on Judith the radio Pieten lord of <00:18:37.079><c>the </c><00:18:37.318><c>CPU </c><00:18:37.557><c>while </c><00:18:37.796><c>now </c><00:18:38.035><c>also </c><00:18:38.274><c>beer </c><00:18:38.513><c>and </c><00:18:38.752><c>I </c><00:18:38.991><c>want</c> of the CPU while now also beer and I want of the CPU while now also beer and I want Sean <00:18:39.424><c>for </c><00:18:39.669><c>glory </c><00:18:39.914><c>passion </c><00:18:40.159><c>for </c><00:18:40.404><c>the </c><00:18:40.649><c>one</c> Sean for glory passion for the one Sean for glory passion for the one diocese <00:18:41.149><c>the </c><00:18:41.529><c>courgette </c><00:18:41.909><c>let </c><00:18:42.289><c>your </c><00:18:42.669><c>fish </c><00:18:43.049><c>you'll</c> diocese the courgette let your fish you'll diocese the courgette let your fish you'll be <00:18:43.445><c>able </c><00:18:43.661><c>to </c><00:18:43.877><c>lead </c><00:18:44.093><c>a </c><00:18:44.309><c>must</c> be able to lead a must be able to lead a must moment <00:18:45.277><c>in </c><00:18:45.675><c>mix </c><00:18:46.073><c>therefore </c><00:18:46.471><c>and </c><00:18:46.869><c>my </c><00:18:47.267><c>gosh </c><00:18:47.665><c>then</c> moment in mix therefore and my gosh then moment in mix therefore and my gosh then you're <00:18:48.599><c>going </c><00:18:48.929><c>to </c><00:18:49.259><c>deal </c><00:18:49.589><c>with </c><00:18:49.919><c>this </c><00:18:50.249><c>problem</c> you're going to deal with this problem you're going to deal with this problem now <00:18:51.426><c>you </c><00:18:51.733><c>for </c><00:18:52.040><c>guitar </c><00:18:52.347><c>boasts </c><00:18:52.654><c>a </c><00:18:52.961><c>bike </c><00:18:53.268><c>CIA </c><00:18:53.575><c>and</c> now you for guitar boasts a bike CIA and now you for guitar boasts a bike CIA and I <00:18:53.722><c>you </c><00:18:53.835><c>we </c><00:18:53.948><c>and </c><00:18:54.061><c>They're </c><00:18:54.174><c>both </c><00:18:54.287><c>such </c><00:18:54.400><c>a </c><00:18:54.513><c>problem </c><00:18:54.626><c>area,</c> I you we and They're both such a problem area, I you we and They're both such a problem area, that <00:18:55.653><c>was </c><00:18:56.017><c>like </c><00:18:56.381><c>the </c><00:18:56.745><c>problem </c><00:18:57.109><c>with </c><00:18:57.473><c>axial </c><00:18:57.837><c>ever</c> that was like the problem with axial ever that was like the problem with axial ever and <00:18:58.515><c>June </c><00:18:58.950><c>action, </c><00:18:59.385><c>okay </c><00:18:59.820><c>so</c> and June action, okay so and June action, okay so this <00:19:01.247><c>is </c><00:19:01.445><c>a </c><00:19:01.643><c>sturdy </c><00:19:01.841><c>frame, </c><00:19:02.039><c>20th</c> this is a sturdy frame, 20th this is a sturdy frame, 20th Daario <00:19:04.096><c>blunder </c><00:19:04.413><c>is </c><00:19:04.730><c>known </c><00:19:05.047><c>to </c><00:19:05.364><c>him </c><00:19:05.681><c>and </c><00:19:05.998><c>who</c> Daario blunder is known to him and who Daario blunder is known to him and who uses <00:19:06.442><c>the </c><00:19:06.674><c>term, </c><00:19:06.906><c>they </c><00:19:07.138><c>always </c><00:19:07.370><c>action </c><00:19:07.602><c>and </c><00:19:07.834><c>death </c><00:19:08.066><c>and</c> uses the term, they always action and death and uses the term, they always action and death and enhance <00:19:08.769><c>the </c><00:19:09.139><c>moment </c><00:19:09.509><c>in </c><00:19:09.879><c>matchday </c><00:19:10.249><c>or </c><00:19:10.619><c>in</c> enhance the moment in matchday or in enhance the moment in matchday or in my <00:19:11.159><c>gosh,</c> my gosh, my gosh, come <00:19:12.192><c>on, </c><00:19:12.355><c>I </c><00:19:12.518><c>was </c><00:19:12.681><c>one </c><00:19:12.844><c>for </c><00:19:13.007><c>your </c><00:19:13.170><c>passion </c><00:19:13.333><c>for </c><00:19:13.496><c>the</c> come on, I was one for your passion for the come on, I was one for your passion for the one <00:19:13.997><c>and </c><00:19:14.315><c>the </c><00:19:14.633><c>same </c><00:19:14.951><c>way </c><00:19:15.269><c>as</c> one and the same way as one and the same way as they <00:19:16.853><c>described </c><00:19:17.297><c>for </c><00:19:17.741><c>you, </c><00:19:18.185><c>expert, </c><00:19:18.629><c>okay</c> they described for you, expert, okay they described for you, expert, okay so <00:19:21.022><c>in </c><00:19:21.365><c>this </c><00:19:21.708><c>they </c><00:19:22.051><c>Vierhouten </c><00:19:22.394><c>by </c><00:19:22.737><c>data </c><00:19:23.080><c>using</c> so in this they Vierhouten by data using so in this they Vierhouten by data using of <00:19:23.782><c>I </c><00:19:24.065><c>will </c><00:19:24.348><c>be </c><00:19:24.631><c>billion </c><00:19:24.914><c>Ouissam </c><00:19:25.197><c>very </c><00:19:25.480><c>much </c><00:19:25.763><c>looking </c><00:19:26.046><c>forward</c> of I will be billion Ouissam very much looking forward of I will be billion Ouissam very much looking forward to <00:19:26.722><c>this </c><00:19:27.214><c>video, </c><00:19:27.706><c>the </c><00:19:28.198><c>fortress </c><00:19:28.690><c>Sangha</c> to this video, the fortress Sangha to this video, the fortress Sangha Hollander <00:19:29.587><c>assisting </c><00:19:30.015><c>in </c><00:19:30.443><c>action, </c><00:19:30.871><c>lead </c><00:19:31.299><c>and</c> Hollander assisting in action, lead and Hollander assisting in action, lead and binding <00:19:31.873><c>moment, </c><00:19:32.176><c>what </c><00:19:32.479><c>are </c><00:19:32.782><c>you </c><00:19:33.085><c>doing </c><00:19:33.388><c>to </c><00:19:33.691><c>him </c><00:19:33.994><c>here,</c> binding moment, what are you doing to him here, binding moment, what are you doing to him here, design <00:19:35.340><c>will </c><00:19:35.641><c>be </c><00:19:35.942><c>up </c><00:19:36.243><c>to </c><00:19:36.544><c>them </c><00:19:36.845><c>and </c><00:19:37.146><c>Shiriri</c> design will be up to them and Shiriri design will be up to them and Shiriri enforcement <00:19:38.379><c>for </c><00:19:39.219><c>accessible </c><00:19:40.059><c>5</c> enforcement for accessible 5 enforcement for accessible 5 milliliter <00:19:40.659><c>square,</c> milliliter square, milliliter square, so <00:19:42.241><c>wide </c><00:19:42.713><c>range </c><00:19:43.185><c>which </c><00:19:43.657><c>support</c> so wide range which support so wide range which support choose <00:19:45.314><c>role </c><00:19:45.829><c>Kees </c><00:19:46.344><c>number </c><00:19:46.859><c>or </c><00:19:47.374><c>it </c><00:19:47.889><c>seems</c> choose role Kees number or it seems choose role Kees number or it seems to <00:19:48.373><c>publish </c><00:19:48.617><c>combbind </c><00:19:48.861><c>someone </c><00:19:49.105><c>on </c><00:19:49.349><c>it </c><00:19:49.593><c>with </c><00:19:49.837><c>the</c> to publish combbind someone on it with the to publish combbind someone on it with the vest <00:19:50.404><c>long </c><00:19:50.879><c>they </c><00:19:51.354><c>thalamic </c><00:19:51.829><c>gate </c><00:19:52.304><c>in </c><00:19:52.779><c>and</c> vest long they thalamic gate in and vest long they thalamic gate in and each <00:19:53.207><c>with </c><00:19:53.454><c>action </c><00:19:53.701><c>and </c><00:19:53.948><c>lead </c><00:19:54.195><c>or </c><00:19:54.442><c>along </c><00:19:54.689><c>would </c><00:19:54.936><c>be</c> each with action and lead or along would be each with action and lead or along would be yet <00:19:55.471><c>other </c><00:19:55.793><c>economies </c><00:19:56.115><c>tank </c><00:19:56.437><c>and</c> yet other economies tank and yet other economies tank and at <00:19:57.621><c>moment </c><00:19:57.933><c>on </c><00:19:58.245><c>six </c><00:19:58.557><c>title </c><00:19:58.869><c>point </c><00:19:59.181><c>fire </c><00:19:59.493><c>he</c> at moment on six title point fire he at moment on six title point fire he called <00:20:00.174><c>I </c><00:20:00.459><c>sex </c><00:20:00.744><c>is </c><00:20:01.029><c>anyway </c><00:20:01.314><c>and </c><00:20:01.599><c>and </c><00:20:01.884><c>the </c><00:20:02.169><c>video</c> called I sex is anyway and and the video called I sex is anyway and and the video or <00:20:02.886><c>what </c><00:20:03.182><c>would </c><00:20:03.478><c>be </c><00:20:03.774><c>two </c><00:20:04.070><c>other </c><00:20:04.366><c>Katie </c><00:20:04.662><c>and </c><00:20:04.958><c>and</c> or what would be two other Katie and and or what would be two other Katie and and and <00:20:05.695><c>mix </c><00:20:06.070><c>or </c><00:20:06.445><c>six </c><00:20:06.820><c>title </c><00:20:07.195><c>page </c><00:20:07.570><c>five </c><00:20:07.945><c>kilos </c><00:20:08.320><c>you</c> and mix or six title page five kilos you and mix or six title page five kilos you can <00:20:08.838><c>this </c><00:20:09.206><c>is </c><00:20:09.574><c>his </c><00:20:09.942><c>mom </c><00:20:10.310><c>Barret, </c><00:20:10.678><c>the </c><00:20:11.046><c>middle</c> can this is his mom Barret, the middle can this is his mom Barret, the middle between <00:20:11.614><c>and </c><00:20:11.939><c>Yoni </c><00:20:12.264><c>action, </c><00:20:12.589><c>the </c><00:20:12.914><c>moment </c><00:20:13.239><c>we</c> between and Yoni action, the moment we between and Yoni action, the moment we really <00:20:13.442><c>give </c><00:20:13.524><c>them </c><00:20:13.606><c>a </c><00:20:13.688><c>sexy</c> really give them a sexy really give them a sexy lamb, <00:20:15.561><c>Barbie, </c><00:20:15.873><c>pink </c><00:20:16.185><c>set, </c><00:20:16.497><c>compact, </c><00:20:16.809><c>OSO</c> lamb, Barbie, pink set, compact, OSO lamb, Barbie, pink set, compact, OSO problem, <00:20:17.575><c>ZK, </c><00:20:17.950><c>long, </c><00:20:18.325><c>supporting, </c><00:20:18.700><c>and </c><00:20:19.075><c>up </c><00:20:19.450><c>to</c> problem, ZK, long, supporting, and up to problem, ZK, long, supporting, and up to action, <00:20:19.809><c>runs </c><00:20:20.138><c>on </c><00:20:20.467><c>the </c><00:20:20.796><c>Zeeland </c><00:20:21.125><c>radio, </c><00:20:21.454><c>and </c><00:20:21.783><c>Zinc</c> action, runs on the Zeeland radio, and Zinc action, runs on the Zeeland radio, and Zinc is <00:20:22.269><c>number </c><00:20:22.539><c>one,</c> is number one, is number one, and <00:20:24.632><c>then </c><00:20:24.895><c>the </c><00:20:25.158><c>moment </c><00:20:25.421><c>of </c><00:20:25.684><c>15, </c><00:20:25.947><c>5 </c><00:20:26.210><c>times </c><00:20:26.473><c>3, </c><00:20:26.736><c>is</c> and then the moment of 15, 5 times 3, is and then the moment of 15, 5 times 3, is in, <00:20:27.202><c>and </c><00:20:27.515><c>I </c><00:20:27.828><c>live </c><00:20:28.141><c>in </c><00:20:28.454><c>sections, </c><00:20:28.767><c>and </c><00:20:29.080><c>twenty-five</c> in, and I live in sections, and twenty-five in, and I live in sections, and twenty-five kilos <00:20:29.431><c>must </c><00:20:29.632><c>be </c><00:20:29.833><c>in </c><00:20:30.034><c>echoes, </c><00:20:30.235><c>all </c><00:20:30.436><c>bikes, </c><00:20:30.637><c>is </c><00:20:30.838><c>like </c><00:20:31.039><c>this, </c><00:20:31.240><c>I</c> kilos must be in echoes, all bikes, is like this, I kilos must be in echoes, all bikes, is like this, I saw <00:20:32.237><c>a </c><00:20:32.575><c>few </c><00:20:32.913><c>times </c><00:20:33.251><c>here </c><00:20:33.589><c>on </c><00:20:33.927><c>Barbie, </c><00:20:34.265><c>or</c> saw a few times here on Barbie, or saw a few times here on Barbie, or the <00:20:34.634><c>problem, </c><00:20:34.879><c>it </c><00:20:35.124><c>is </c><00:20:35.369><c>a </c><00:20:35.614><c>problem </c><00:20:35.859><c>of</c> the problem, it is a problem of the problem, it is a problem of action, <00:20:36.574><c>load, </c><00:20:37.109><c>and </c><00:20:37.644><c>you </c><00:20:38.179><c>by </c><00:20:38.714><c>action, </c><00:20:39.249><c>and </c><00:20:39.784><c>moment,</c> action, load, and you by action, and moment, action, load, and you by action, and moment, such <00:20:40.483><c>a </c><00:20:40.847><c>spirit, </c><00:20:41.211><c>number </c><00:20:41.575><c>1 </c><00:20:41.939><c>July, </c><00:20:42.303><c>action </c><00:20:42.667><c>moment,</c> such a spirit, number 1 July, action moment, such a spirit, number 1 July, action moment, is <00:20:43.200><c>still </c><00:20:43.401><c>Barbie, </c><00:20:43.602><c>is </c><00:20:43.803><c>in </c><00:20:44.004><c>action, </c><00:20:44.205><c>a </c><00:20:44.406><c>moment</c> is still Barbie, is in action, a moment is still Barbie, is in action, a moment later, <00:20:45.035><c>in </c><00:20:45.391><c>our </c><00:20:45.747><c>soul, </c><00:20:46.103><c>is </c><00:20:46.459><c>Glen </c><00:20:46.815><c>FG, </c><00:20:47.171><c>I </c><00:20:47.527><c>didn't</c> later, in our soul, is Glen FG, I didn't later, in our soul, is Glen FG, I didn't have <00:20:48.541><c>to, </c><00:20:48.892><c>all </c><00:20:49.243><c>the </c><00:20:49.594><c>enforcement, </c><00:20:49.945><c>us </c><00:20:50.296><c>already </c><00:20:50.647><c>once</c> have to, all the enforcement, us already once have to, all the enforcement, us already once in <00:20:51.092><c>a </c><00:20:51.324><c>series </c><00:20:51.556><c>of </c><00:20:51.788><c>5 </c><00:20:52.020><c>mm, </c><00:20:52.252><c>something </c><00:20:52.484><c>like </c><00:20:52.716><c>that, </c><00:20:52.948><c>also </c><00:20:53.180><c>sees, </c><00:20:53.412><c>is </c><00:20:53.644><c>there</c> in a series of 5 mm, something like that, also sees, is there in a series of 5 mm, something like that, also sees, is there how <00:20:54.354><c>to </c><00:20:54.939><c>design </c><00:20:55.524><c>Saxicola </c><00:20:56.109><c>for </c><00:20:56.694><c>spirit, </c><00:20:57.279><c>took</c> how to design Saxicola for spirit, took how to design Saxicola for spirit, took Maria, <00:20:57.719><c>a </c><00:20:57.978><c>double, </c><00:20:58.237><c>continuous </c><00:20:58.496><c>with </c><00:20:58.755><c>case, </c><00:20:59.014><c>then</c> Maria, a double, continuous with case, then Maria, a double, continuous with case, then Barbie <00:20:59.919><c>chooses </c><00:21:00.279><c>to </c><00:21:00.639><c>be </c><00:21:00.999><c>at </c><00:21:01.359><c>your </c><00:21:01.719><c>house, </c><00:21:02.079><c>who </c><00:21:02.439><c>will,</c> Barbie chooses to be at your house, who will, Barbie chooses to be at your house, who will, that <00:21:02.885><c>is, </c><00:21:03.300><c>who </c><00:21:03.715><c>her, </c><00:21:04.130><c>and </c><00:21:04.545><c>alchemy, </c><00:21:04.960><c>type,</c> that is, who her, and alchemy, type, that is, who her, and alchemy, type, so <00:21:05.529><c>long, </c><00:21:05.738><c>would, </c><00:21:05.947><c>sand, </c><00:21:06.156><c>or </c><00:21:06.365><c>other </c><00:21:06.574><c>times, </c><00:21:06.783><c>met</c> so long, would, sand, or other times, met so long, would, sand, or other times, met him, <00:21:07.630><c>who </c><00:21:08.050><c>had, </c><00:21:08.470><c>moment, </c><00:21:08.890><c>he, </c><00:21:09.310><c>exceptions, </c><00:21:09.730><c>of</c> him, who had, moment, he, exceptions, of him, who had, moment, he, exceptions, of six, <00:21:10.344><c>title, </c><00:21:10.689><c>Bonfire, </c><00:21:11.034><c>so, </c><00:21:11.379><c>is </c><00:21:11.724><c>a </c><00:21:12.069><c>moment</c> six, title, Bonfire, so, is a moment six, title, Bonfire, so, is a moment that <00:21:12.769><c>I, </c><00:21:13.198><c>sections, </c><00:21:13.627><c>the </c><00:21:14.056><c>column </c><00:21:14.485><c>dimension, </c><00:21:14.914><c>will</c> that I, sections, the column dimension, will that I, sections, the column dimension, will send, <00:21:16.021><c>those </c><00:21:16.623><c>photos, </c><00:21:17.225><c>identifiers, </c><00:21:17.827><c>is </c><00:21:18.429><c>the</c> send, those photos, identifiers, is the send, those photos, identifiers, is the square <00:21:18.850><c>Alan,</c> square Alan, square Alan, now <00:21:20.099><c>there's </c><00:21:20.329><c>a </c><00:21:20.559><c>moment </c><00:21:20.789><c>where </c><00:21:21.019><c>all </c><00:21:21.249><c>the </c><00:21:21.479><c>tick </c><00:21:21.709><c>sex </c><00:21:21.939><c>is</c> now there's a moment where all the tick sex is now there's a moment where all the tick sex is both <00:21:22.575><c>a </c><00:21:22.971><c>supervision </c><00:21:23.367><c>moment, </c><00:21:23.763><c>Louise </c><00:21:24.159><c>Edge,</c> both a supervision moment, Louise Edge, both a supervision moment, Louise Edge, and <00:21:25.524><c>Per, </c><00:21:25.749><c>the </c><00:21:25.974><c>thick </c><00:21:26.199><c>layer, </c><00:21:26.424><c>putting </c><00:21:26.649><c>it </c><00:21:26.874><c>long </c><00:21:27.099><c>to</c> and Per, the thick layer, putting it long to and Per, the thick layer, putting it long to the <00:21:27.621><c>city, </c><00:21:27.963><c>or </c><00:21:28.305><c>a </c><00:21:28.647><c>discount </c><00:21:28.989><c>campaign </c><00:21:29.331><c>problem, </c><00:21:29.673><c>the</c> the city, or a discount campaign problem, the the city, or a discount campaign problem, the cost <00:21:29.991><c>is </c><00:21:30.183><c>the </c><00:21:30.375><c>score, </c><00:21:30.567><c>can </c><00:21:30.759><c>it </c><00:21:30.951><c>affect </c><00:21:31.143><c>me?</c> cost is the score, can it affect me? cost is the score, can it affect me? What <00:21:31.697><c>is </c><00:21:31.885><c>your </c><00:21:32.073><c>hair? </c><00:21:32.261><c>And </c><00:21:32.449><c>I </c><00:21:32.637><c>think </c><00:21:32.825><c>Allah,</c> What is your hair? And I think Allah, What is your hair? And I think Allah, of <00:21:33.692><c>course, </c><00:21:33.835><c>I </c><00:21:33.978><c>should </c><00:21:34.121><c>be </c><00:21:34.264><c>careful. </c><00:21:34.407><c>We </c><00:21:34.550><c>now </c><00:21:34.693><c>have </c><00:21:34.836><c>a</c> of course, I should be careful. We now have a of course, I should be careful. We now have a complete <00:21:35.319><c>ex, </c><00:21:35.678><c>and </c><00:21:36.037><c>now </c><00:21:36.396><c>a </c><00:21:36.755><c>complete </c><00:21:37.114><c>Jerry,</c> complete ex, and now a complete Jerry, complete ex, and now a complete Jerry, so <00:21:38.600><c>Let's </c><00:21:38.970><c>Vierhouten, </c><00:21:39.340><c>animal </c><00:21:39.710><c>with </c><00:21:40.080><c>a </c><00:21:40.450><c>touch</c> so Let's Vierhouten, animal with a touch so Let's Vierhouten, animal with a touch problem, <00:21:41.387><c>then </c><00:21:41.635><c>the </c><00:21:41.883><c>formation </c><00:21:42.131><c>of </c><00:21:42.379><c>her </c><00:21:42.627><c>hair </c><00:21:42.875><c>becomes</c> problem, then the formation of her hair becomes problem, then the formation of her hair becomes complete, <00:21:43.720><c>until </c><00:21:44.350><c>Maria </c><00:21:44.980><c>Bosman, </c><00:21:45.610><c>and</c> complete, until Maria Bosman, and complete, until Maria Bosman, and you <00:21:45.999><c>want </c><00:21:46.089><c>to </c><00:21:46.179><c>use </c><00:21:46.269><c>the </c><00:21:46.359><c>method </c><00:21:46.449><c>on </c><00:21:46.539><c>the </c><00:21:46.629><c>left,</c> you want to use the method on the left, you want to use the method on the left, we <00:21:48.519><c>call </c><00:21:48.729><c>that </c><00:21:48.939><c>I </c><00:21:49.149><c>was </c><00:21:49.359><c>sick, </c><00:21:49.569><c>who </c><00:21:49.779><c>I </c><00:21:49.989><c>was, </c><00:21:50.199><c>the</c> we call that I was sick, who I was, the we call that I was sick, who I was, the chair <00:21:50.731><c>sits, </c><00:21:51.053><c>5 </c><00:21:51.375><c>milliliters, </c><00:21:51.697><c>a</c> member <00:21:54.346><c>is </c><00:21:54.622><c>in </c><00:21:54.898><c>the </c><00:21:55.174><c>city, </c><00:21:55.450><c>Zoey, </c><00:21:55.726><c>Assioma, </c><00:21:56.002><c>clearly, </c><00:21:56.278><c>that </c><00:21:56.554><c>works,</c> member is in the city, Zoey, Assioma, clearly, that works, member is in the city, Zoey, Assioma, clearly, that works, then <00:21:57.459><c>Barroso, </c><00:21:57.909><c>twenty </c><00:21:58.359><c>mm,</c> then Barroso, twenty mm, then Barroso, twenty mm, Samsung, Samsung, Samsung, take, <00:22:00.640><c>then </c><00:22:00.940><c>also </c><00:22:01.240><c>selling, </c><00:22:01.540><c>created, </c><00:22:01.840><c>eat,</c> take, then also selling, created, eat, take, then also selling, created, eat, my <00:22:02.242><c>limit, </c><00:22:02.435><c>there, </c><00:22:02.628><c>so </c><00:22:02.821><c>I </c><00:22:03.014><c>think, </c><00:22:03.207><c>I </c><00:22:03.400><c>read </c><00:22:03.593><c>there, </c><00:22:03.786><c>so</c> my limit, there, so I think, I read there, so my limit, there, so I think, I read there, so also <00:22:04.381><c>this </c><00:22:04.763><c>website, </c><00:22:05.145><c>because </c><00:22:05.527><c>they, </c><00:22:05.909><c>until </c><00:22:06.291><c>then, </c><00:22:06.673><c>hi, </c><00:22:07.055><c>my,</c> also this website, because they, until then, hi, my, also this website, because they, until then, hi, my, next <00:22:07.809><c>to </c><00:22:08.349><c>Café</c> next to Café next to Café Meines, <00:22:09.729><c>link, </c><00:22:10.089><c>my, </c><00:22:10.449><c>as </c><00:22:10.809><c>the </c><00:22:11.169><c>proteins, </c><00:22:11.529><c>Rover</c> Meines, link, my, as the proteins, Rover Meines, link, my, as the proteins, Rover Two, <00:22:12.589><c>so </c><00:22:13.019><c>between, </c><00:22:13.449><c>wind, </c><00:22:13.879><c>times </c><00:22:14.309><c>5, </c><00:22:14.739><c>so </c><00:22:15.169><c>there </c><00:22:15.599><c>is </c><00:22:16.029><c>a</c> Two, so between, wind, times 5, so there is a Two, so between, wind, times 5, so there is a total total total Hyde <00:22:17.061><c>here, </c><00:22:17.642><c>to </c><00:22:18.223><c>here, </c><00:22:18.804><c>my </c><00:22:19.385><c>coat, </c><00:22:19.966><c>approximately </c><00:22:20.547><c>5 </c><00:22:21.128><c>mm,</c> Hyde here, to here, my coat, approximately 5 mm, Hyde here, to here, my coat, approximately 5 mm, this <00:22:21.999><c>is </c><00:22:22.148><c>a </c><00:22:22.297><c>car,</c> this is a car, this is a car, Meines, <00:22:23.644><c>eat </c><00:22:23.909><c>less, </c><00:22:24.174><c>don't </c><00:22:24.439><c>dare, </c><00:22:24.704><c>they </c><00:22:24.969><c>are </c><00:22:25.234><c>their</c> Meines, eat less, don't dare, they are their Meines, eat less, don't dare, they are their own, <00:22:25.644><c>there, </c><00:22:25.899><c>on </c><00:22:26.154><c>the </c><00:22:26.409><c>link, </c><00:22:26.664><c>and </c><00:22:26.919><c>then, </c><00:22:27.174><c>white, </c><00:22:27.429><c>between,</c> own, there, on the link, and then, white, between, own, there, on the link, and then, white, between, Sint, <00:22:28.077><c>online, </c><00:22:28.395><c>turnover, </c><00:22:28.713><c>series, </c><00:22:29.031><c>enforcement, </c><00:22:29.349><c>so</c> Sint, online, turnover, series, enforcement, so Sint, online, turnover, series, enforcement, so their <00:22:29.988><c>own, </c><00:22:30.266><c>also </c><00:22:30.544><c>became </c><00:22:30.822><c>the </c><00:22:31.100><c>series, </c><00:22:31.378><c>collision, </c><00:22:31.656><c>that</c> their own, also became the series, collision, that their own, also became the series, collision, that we, <00:22:32.159><c>the </c><00:22:32.478><c>band, </c><00:22:32.797><c>but </c><00:22:33.116><c>do </c><00:22:33.435><c>I, </c><00:22:33.754><c>we</c> we, the band, but do I, we we, the band, but do I, we want, <00:22:34.570><c>her,</c> want, her, want, her, radio, <00:22:35.409><c>or </c><00:22:35.889><c>Digipas </c><00:22:36.369><c>toe </c><00:22:36.849><c>toe </c><00:22:37.329><c>toe </c><00:22:37.809><c>mm </c><00:22:38.289><c>okay</c> radio, or Digipas toe toe toe mm okay radio, or Digipas toe toe toe mm okay why <00:22:39.226><c>don't </c><00:22:39.472><c>we </c><00:22:39.718><c>get </c><00:22:39.964><c>on </c><00:22:40.210><c>and </c><00:22:40.456><c>stay </c><00:22:40.702><c>the </c><00:22:40.948><c>that </c><00:22:41.194><c>the </c><00:22:41.440><c>cold</c> why don't we get on and stay the that the cold why don't we get on and stay the that the cold just <00:22:41.909><c>very </c><00:22:42.169><c>tax </c><00:22:42.429><c>in </c><00:22:42.689><c>are </c><00:22:42.949><c>those </c><00:22:43.209><c>about</c> just very tax in are those about just very tax in are those about edgware <00:22:43.809><c>youtube </c><00:22:44.109><c>how </c><00:22:44.409><c>they </c><00:22:44.709><c>shoot </c><00:22:45.009><c>bull</c> edgware youtube how they shoot bull edgware youtube how they shoot bull sharks <00:22:46.059><c>slowly</c> sharks slowly sharks slowly that <00:22:47.379><c>is </c><00:22:47.678><c>cool </c><00:22:47.977><c>will </c><00:22:48.276><c>that </c><00:22:48.575><c>waiter </c><00:22:48.874><c>edge </c><00:22:49.173><c>week </c><00:22:49.472><c>want </c><00:22:49.771><c>to </c><00:22:50.070><c>to </c><00:22:50.369><c>to</c> that is cool will that waiter edge week want to to to that is cool will that waiter edge week want to to to to <00:22:51.000><c>the </c><00:22:51.381><c>white </c><00:22:51.762><c>by </c><00:22:52.143><c>to </c><00:22:52.524><c>survive </c><00:22:52.905><c>a </c><00:22:53.286><c>whole</c> to the white by to survive a whole to the white by to survive a whole point <00:22:53.800><c>a </c><00:22:54.160><c>real </c><00:22:54.520><c>see </c><00:22:54.880><c>you </c><00:22:55.240><c>at </c><00:22:55.600><c>gertieneke</c> point a real see you at gertieneke point a real see you at gertieneke tasca <00:22:56.404><c>also </c><00:22:56.669><c>not </c><00:22:56.934><c>the </c><00:22:57.199><c>permit </c><00:22:57.464><c>the </c><00:22:57.729><c>school </c><00:22:57.994><c>there</c> tasca also not the permit the school there tasca also not the permit the school there efficient <00:22:58.401><c>is </c><00:22:58.712><c>for </c><00:22:59.023><c>other </c><00:22:59.334><c>chicks </c><00:22:59.645><c>that</c> efficient is for other chicks that efficient is for other chicks that illogical illogical illogical who <00:23:01.632><c>won </c><00:23:02.025><c>to </c><00:23:02.418><c>check </c><00:23:02.811><c>in </c><00:23:03.204><c>t </c><00:23:03.597><c>hole </c><00:23:03.990><c>stand </c><00:23:04.383><c>that</c> who won to check in t hole stand that who won to check in t hole stand that denchik <00:23:04.936><c>position </c><00:23:05.243><c>in </c><00:23:05.550><c>advance </c><00:23:05.857><c>char</c> denchik position in advance char denchik position in advance char to <00:23:07.134><c>geer </c><00:23:07.479><c>who </c><00:23:07.824><c>of </c><00:23:08.169><c>that </c><00:23:08.514><c>chop </c><00:23:08.859><c>number </c><00:23:09.204><c>to </c><00:23:09.549><c>the</c> to geer who of that chop number to the to geer who of that chop number to the survey <00:23:10.219><c>in </c><00:23:10.649><c>our </c><00:23:11.079><c>shuttle </c><00:23:11.509><c>interest </c><00:23:11.939><c>13th </c><00:23:12.369><c>pascal</c> survey in our shuttle interest 13th pascal survey in our shuttle interest 13th pascal other <00:23:13.429><c>chicks </c><00:23:13.829><c>that </c><00:23:14.229><c>and </c><00:23:14.629><c>ploing </c><00:23:15.029><c>tsss </c><00:23:15.429><c>wang</c> other chicks that and ploing tsss wang other chicks that and ploing tsss wang okay okay okay here <00:23:18.603><c>fc </c><00:23:18.966><c>who </c><00:23:19.329><c>what </c><00:23:19.692><c>far </c><00:23:20.055><c>tft </c><00:23:20.418><c>in </c><00:23:20.781><c>the </c><00:23:21.144><c>is </c><00:23:21.507><c>for</c> here fc who what far tft in the is for here fc who what far tft in the is for hanger <00:23:21.900><c>the </c><00:23:22.080><c>16</c> hanger the 16 hanger the 16 who <00:23:23.202><c>about </c><00:23:23.544><c>access </c><00:23:23.886><c>point </c><00:23:24.228><c>a </c><00:23:24.570><c>zodus </c><00:23:24.912><c>is </c><00:23:25.254><c>the</c> who about access point a zodus is the who about access point a zodus is the shuttle <00:23:25.795><c>bus </c><00:23:26.150><c>gazette </c><00:23:26.505><c>jargon </c><00:23:26.860><c>duos </c><00:23:27.215><c>and </c><00:23:27.570><c>all</c> shuttle bus gazette jargon duos and all shuttle bus gazette jargon duos and all bizarre <00:23:29.245><c>so </c><00:23:29.870><c>calculates </c><00:23:30.495><c>in </c><00:23:31.120><c>over </c><00:23:31.745><c>bsn </c><00:23:32.370><c>is </c><00:23:32.995><c>one</c> bizarre so calculates in over bsn is one bizarre so calculates in over bsn is one thousand <00:23:33.540><c>by </c><00:23:33.870><c>other </c><00:23:34.200><c>idea </c><00:23:34.530><c>because </c><00:23:34.860><c>the </c><00:23:35.190><c>bye</c> thousand by other idea because the bye thousand by other idea because the bye bye <00:23:35.567><c>can </c><00:23:35.764><c>on </c><00:23:35.961><c>already </c><00:23:36.158><c>ass </c><00:23:36.355><c>for </c><00:23:36.552><c>something </c><00:23:36.749><c>new</c> bye can on already ass for something new bye can on already ass for something new and <00:23:37.507><c>your </c><00:23:37.814><c>barbie </c><00:23:38.121><c>barbie </c><00:23:38.428><c>action </c><00:23:38.735><c>was </c><00:23:39.042><c>there </c><00:23:39.349><c>in </c><00:23:39.656><c>a</c> and your barbie barbie action was there in a and your barbie barbie action was there in a den <00:23:40.817><c>to </c><00:23:41.104><c>and </c><00:23:41.391><c>malware </c><00:23:41.678><c>bear </c><00:23:41.965><c>squire </c><00:23:42.252><c>and </c><00:23:42.539><c>will</c> den to and malware bear squire and will den to and malware bear squire and will moment <00:23:43.205><c>is </c><00:23:43.481><c>in </c><00:23:43.757><c>per </c><00:23:44.033><c>time </c><00:23:44.309><c>now </c><00:23:44.585><c>To </c><00:23:44.861><c>measure </c><00:23:45.137><c>with </c><00:23:45.413><c>the</c> moment is in per time now To measure with the moment is in per time now To measure with the Barbet, <00:23:45.679><c>a </c><00:23:45.818><c>total </c><00:23:45.957><c>of </c><00:23:46.096><c>six, </c><00:23:46.235><c>Tom, </c><00:23:46.374><c>I </c><00:23:46.513><c>really </c><00:23:46.652><c>like </c><00:23:46.791><c>it, </c><00:23:46.930><c>and </c><00:23:47.069><c>Mm,</c> Barbet, a total of six, Tom, I really like it, and Mm, Barbet, a total of six, Tom, I really like it, and Mm, Rico <00:23:47.437><c>Tree, </c><00:23:47.684><c>I'm </c><00:23:47.931><c>also </c><00:23:48.178><c>a</c> Rico Tree, I'm also a Rico Tree, I'm also a week, <00:23:49.575><c>kind </c><00:23:50.070><c>of </c><00:23:50.565><c>number </c><00:23:51.060><c>twinkies, </c><00:23:51.555><c>there's </c><00:23:52.050><c>a</c> week, kind of number twinkies, there's a week, kind of number twinkies, there's a lot, lot, lot, okay, <00:23:53.239><c>let's </c><00:23:53.528><c>go </c><00:23:53.817><c>and </c><00:23:54.106><c>see </c><00:23:54.395><c>who </c><00:23:54.684><c>is </c><00:23:54.973><c>a </c><00:23:55.262><c>Valley </c><00:23:55.551><c>of</c> okay, let's go and see who is a Valley of okay, let's go and see who is a Valley of seventeen <00:23:56.142><c>here, </c><00:23:56.484><c>if </c><00:23:56.826><c>there </c><00:23:57.168><c>Valley </c><00:23:57.510><c>will </c><00:23:57.852><c>also </c><00:23:58.194><c>be</c> seventeen here, if there Valley will also be seventeen here, if there Valley will also be free, <00:23:58.913><c>will </c><00:23:59.416><c>scream, </c><00:23:59.919><c>yes, </c><00:24:00.422><c>she </c><00:24:00.925><c>wins,</c> free, will scream, yes, she wins, free, will scream, yes, she wins, when <00:24:01.935><c>your </c><00:24:02.280><c>Samsung </c><00:24:02.625><c>Apple </c><00:24:02.970><c>in </c><00:24:03.315><c>San </c><00:24:03.660><c>Mother</c> when your Samsung Apple in San Mother when your Samsung Apple in San Mother Herald, <00:24:04.259><c>free </c><00:24:04.589><c>font, </c><00:24:04.919><c>free,</c> Herald, free font, free, Herald, free font, free, so <00:24:06.576><c>I </c><00:24:07.032><c>know, </c><00:24:07.488><c>so </c><00:24:07.944><c>flu </c><00:24:08.400><c>industry </c><00:24:08.856><c>and </c><00:24:09.312><c>who </c><00:24:09.768><c>I </c><00:24:10.224><c>am</c> so I know, so flu industry and who I am so I know, so flu industry and who I am and <00:24:10.796><c>prices </c><00:24:11.122><c>of </c><00:24:11.448><c>other </c><00:24:11.774><c>Tennessee, </c><00:24:12.100><c>about </c><00:24:12.426><c>who </c><00:24:12.752><c>I </c><00:24:13.078><c>am,</c> and prices of other Tennessee, about who I am, and prices of other Tennessee, about who I am, what <00:24:13.640><c>Free </c><00:24:14.050><c>Boys </c><00:24:14.460><c>3,</c> what Free Boys 3, what Free Boys 3, the <00:24:16.032><c>in </c><00:24:16.344><c>who, </c><00:24:16.656><c>cancer </c><00:24:16.968><c>criteria, </c><00:24:17.280><c>to </c><00:24:17.592><c>learn </c><00:24:17.904><c>there,</c> the in who, cancer criteria, to learn there, the in who, cancer criteria, to learn there, you <00:24:18.453><c>also </c><00:24:18.606><c>learn </c><00:24:18.759><c>the </c><00:24:18.912><c>bull, </c><00:24:19.065><c>in </c><00:24:19.218><c>his </c><00:24:19.371><c>long </c><00:24:19.524><c>since </c><00:24:19.677><c>I </c><00:24:19.830><c>what</c> you also learn the bull, in his long since I what you also learn the bull, in his long since I what Free <00:24:20.421><c>Pointer </c><00:24:20.832><c>Times, </c><00:24:21.243><c>the </c><00:24:21.654><c>Ice </c><00:24:22.065><c>Age, </c><00:24:22.476><c>the </c><00:24:22.887><c>Viper,</c> Free Pointer Times, the Ice Age, the Viper, Free Pointer Times, the Ice Age, the Viper, long <00:24:23.736><c>insistence, </c><00:24:24.102><c>kind, </c><00:24:24.468><c>was </c><00:24:24.834><c>this </c><00:24:25.200><c>video,</c> long insistence, kind, was this video, long insistence, kind, was this video, so <00:24:26.580><c>witches, </c><00:24:27.180><c>and </c><00:24:27.780><c>even </c><00:24:28.380><c>number </c><00:24:28.980><c>determines </c><00:24:29.580><c>how</c> so witches, and even number determines how so witches, and even number determines how shows, <00:24:30.175><c>that </c><00:24:30.530><c>here, </c><00:24:30.885><c>a </c><00:24:31.240><c>Twinkie </c><00:24:31.595><c>case </c><00:24:31.950><c>is</c> shows, that here, a Twinkie case is shows, that here, a Twinkie case is also <00:24:32.345><c>there, </c><00:24:32.620><c>and </c><00:24:32.895><c>aliens, </c><00:24:33.170><c>enjoy, </c><00:24:33.445><c>there, </c><00:24:33.720><c>I'm </c><00:24:33.995><c>a </c><00:24:34.270><c>lawyer, </c><00:24:34.545><c>what</c> also there, and aliens, enjoy, there, I'm a lawyer, what also there, and aliens, enjoy, there, I'm a lawyer, what she <00:24:35.730><c>said </c><00:24:35.910><c>to </c><00:24:36.090><c>be </c><00:24:36.270><c>designed </c><00:24:36.450><c>for,</c> she said to be designed for, she said to be designed for, she, <00:24:38.460><c>him, </c><00:24:38.700><c>up </c><00:24:38.940><c>to, </c><00:24:39.180><c>with </c><00:24:39.420><c>bulls, </c><00:24:39.660><c>enforcement, </c><00:24:39.900><c>so</c> she, him, up to, with bulls, enforcement, so she, him, up to, with bulls, enforcement, so sides, <00:24:40.645><c>dot, </c><00:24:40.970><c>is </c><00:24:41.295><c>tool, </c><00:24:41.620><c>the </c><00:24:41.945><c>term </c><00:24:42.270><c>would</c> sides, dot, is tool, the term would sides, dot, is tool, the term would link, link, link, we <00:24:44.220><c>left </c><00:24:44.460><c>that </c><00:24:44.700><c>he </c><00:24:44.940><c>can, </c><00:24:45.180><c>our </c><00:24:45.420><c>rings, </c><00:24:45.660><c>and</c> we left that he can, our rings, and we left that he can, our rings, and you, <00:24:46.622><c>and </c><00:24:46.994><c>or </c><00:24:47.366><c>along </c><00:24:47.738><c>the </c><00:24:48.110><c>notes, </c><00:24:48.482><c>video, </c><00:24:48.854><c>it </c><00:24:49.226><c>is</c> you, and or along the notes, video, it is you, and or along the notes, video, it is what <00:24:49.995><c>quarter, </c><00:24:50.610><c>cause, </c><00:24:51.225><c>lay, </c><00:24:51.840><c>is, </c><00:24:52.455><c>think </c><00:24:53.070><c>that</c> what quarter, cause, lay, is, think that what quarter, cause, lay, is, think that our <00:24:53.614><c>basis </c><00:24:53.948><c>ever, </c><00:24:54.282><c>my </c><00:24:54.616><c>minute, </c><00:24:54.950><c>there, </c><00:24:55.284><c>so </c><00:24:55.618><c>in</c> our basis ever, my minute, there, so in our basis ever, my minute, there, so in this <00:24:56.118><c>case, </c><00:24:56.466><c>could </c><00:24:56.814><c>be, </c><00:24:57.162><c>it, </c><00:24:57.510><c>Mm, </c><00:24:57.858><c>double </c><00:24:58.206><c>fold, </c><00:24:58.554><c>SB,</c> this case, could be, it, Mm, double fold, SB, this case, could be, it, Mm, double fold, SB, things, <00:24:59.164><c>they, </c><00:24:59.378><c>cynical, </c><00:24:59.592><c>and </c><00:24:59.806><c>is </c><00:25:00.020><c>there </c><00:25:00.234><c>also </c><00:25:00.448><c>to</c> things, they, cynical, and is there also to things, they, cynical, and is there also to various various various 2000 <00:25:01.910><c>on </c><00:25:02.110><c>CD </c><00:25:02.310><c>with </c><00:25:02.510><c>jacket </c><00:25:02.710><c>on </c><00:25:02.910><c>it </c><00:25:03.110><c>Fashion </c><00:25:03.310><c>slim </c><00:25:03.510><c>fit,</c> 2000 on CD with jacket on it Fashion slim fit, 2000 on CD with jacket on it Fashion slim fit, my <00:25:04.025><c>boss </c><00:25:04.480><c>pots </c><00:25:04.935><c>big </c><00:25:05.390><c>time, </c><00:25:05.845><c>they </c><00:25:06.300><c>Twinkie,</c> my boss pots big time, they Twinkie, my boss pots big time, they Twinkie, so <00:25:07.200><c>we </c><00:25:07.650><c>had </c><00:25:08.100><c>two </c><00:25:08.550><c>other </c><00:25:09.000><c>14mm </c><00:25:09.450><c>or</c> so we had two other 14mm or so we had two other 14mm or this <00:25:10.374><c>model, </c><00:25:10.728><c>dimension </c><00:25:11.082><c>of </c><00:25:11.436><c>them, </c><00:25:11.790><c>calamities</c> this model, dimension of them, calamities this model, dimension of them, calamities in <00:25:12.810><c>this </c><00:25:12.960><c>case </c><00:25:13.110><c>to </c><00:25:13.260><c>win </c><00:25:13.410><c>the </c><00:25:13.560><c>five, </c><00:25:13.710><c>of</c> in this case to win the five, of in this case to win the five, of course <00:25:14.535><c>there </c><00:25:15.000><c>to </c><00:25:15.465><c>view </c><00:25:15.930><c>our </c><00:25:16.395><c>designs, </c><00:25:16.860><c>oil</c> course there to view our designs, oil course there to view our designs, oil can <00:25:17.280><c>I </c><00:25:17.370><c>use</c> can I use can I use links <00:25:18.800><c>of </c><00:25:19.300><c>ascetic </c><00:25:19.800><c>base </c><00:25:20.300><c>to </c><00:25:20.800><c>that </c><00:25:21.300><c>other</c> links of ascetic base to that other links of ascetic base to that other ear <00:25:21.921><c>10 </c><00:25:22.212><c>milliliters, </c><00:25:22.503><c>your </c><00:25:22.794><c>expert </c><00:25:23.085><c>to </c><00:25:23.376><c>the </c><00:25:23.667><c>to</c> ear 10 milliliters, your expert to the to ear 10 milliliters, your expert to the to make <00:25:24.067><c>a </c><00:25:24.314><c>tool </c><00:25:24.561><c>to </c><00:25:24.808><c>fire</c> make a tool to fire make a tool to fire if <00:25:26.220><c>it </c><00:25:26.570><c>is </c><00:25:26.920><c>acceptable </c><00:25:27.270><c>Dallas </c><00:25:27.620><c>to </c><00:25:27.970><c>dot</c> if it is acceptable Dallas to dot if it is acceptable Dallas to dot is <00:25:28.468><c>Tom, </c><00:25:28.726><c>I </c><00:25:28.984><c>had </c><00:25:29.242><c>Roel </c><00:25:29.500><c>wink,</c> is Tom, I had Roel wink, is Tom, I had Roel wink, okay, <00:25:30.536><c>and </c><00:25:30.822><c>this </c><00:25:31.108><c>insisted </c><00:25:31.394><c>here </c><00:25:31.680><c>weekend </c><00:25:31.966><c>4 </c><00:25:32.252><c>that </c><00:25:32.538><c>they </c><00:25:32.824><c>are</c> okay, and this insisted here weekend 4 that they are okay, and this insisted here weekend 4 that they are edible, <00:25:33.816><c>they </c><00:25:34.082><c>here </c><00:25:34.348><c>you </c><00:25:34.614><c>have </c><00:25:34.880><c>to </c><00:25:35.146><c>them </c><00:25:35.412><c>Toyota </c><00:25:35.678><c>number</c> edible, they here you have to them Toyota number edible, they here you have to them Toyota number boss <00:25:36.478><c>and </c><00:25:36.826><c>they </c><00:25:37.174><c>Kalanchoe </c><00:25:37.522><c>be </c><00:25:37.870><c>divided </c><00:25:38.218><c>into </c><00:25:38.566><c>gave </c><00:25:38.914><c>out</c> boss and they Kalanchoe be divided into gave out boss and they Kalanchoe be divided into gave out his <00:25:39.904><c>to </c><00:25:40.558><c>message </c><00:25:41.212><c>unsigned </c><00:25:41.866><c>desserts </c><00:25:42.520><c>and</c> his to message unsigned desserts and his to message unsigned desserts and they <00:25:42.910><c>it</c> they it they it and <00:25:44.076><c>if </c><00:25:44.312><c>there </c><00:25:44.548><c>is </c><00:25:44.784><c>half </c><00:25:45.020><c>educate </c><00:25:45.256><c>site </c><00:25:45.492><c>such </c><00:25:45.728><c>a</c> and if there is half educate site such a and if there is half educate site such a before <00:25:46.488><c>here </c><00:25:46.796><c>from </c><00:25:47.104><c>the </c><00:25:47.412><c>head </c><00:25:47.720><c>to </c><00:25:48.028><c>us </c><00:25:48.336><c>for</c> before here from the head to us for before here from the head to us for and <00:25:48.913><c>they </c><00:25:49.246><c>bottle </c><00:25:49.579><c>and </c><00:25:49.912><c>then </c><00:25:50.245><c>I </c><00:25:50.578><c>can </c><00:25:50.911><c>make </c><00:25:51.244><c>our</c> and they bottle and then I can make our and they bottle and then I can make our links links links weekend <00:25:53.474><c>again </c><00:25:53.838><c>very </c><00:25:54.202><c>toe </c><00:25:54.566><c>basis </c><00:25:54.930><c>toe </c><00:25:55.294><c>there </c><00:25:55.658><c>is</c> weekend again very toe basis toe there is weekend again very toe basis toe there is a <00:25:55.924><c>basis </c><00:25:56.158><c>how </c><00:25:56.392><c>would </c><00:25:56.626><c>it </c><00:25:56.860><c>find</c> a basis how would it find a basis how would it find so <00:25:58.423><c>us </c><00:25:58.606><c>to </c><00:25:58.789><c>be </c><00:25:58.972><c>in </c><00:25:59.155><c>that </c><00:25:59.338><c>state </c><00:25:59.521><c>of </c><00:25:59.704><c>time </c><00:25:59.887><c>only </c><00:26:00.070><c>once</c> so us to be in that state of time only once so us to be in that state of time only once a <00:26:00.790><c>week </c><00:26:01.120><c>and </c><00:26:01.450><c>five </c><00:26:01.780><c>Bosbaan </c><00:26:02.110><c>censorship </c><00:26:02.440><c>and </c><00:26:02.770><c>see</c> a week and five Bosbaan censorship and see a week and five Bosbaan censorship and see here here here corky <00:26:03.985><c>Twinkie </c><00:26:04.270><c>top </c><00:26:04.555><c>of </c><00:26:04.840><c>the </c><00:26:05.125><c>twenty </c><00:26:05.410><c>out </c><00:26:05.695><c>of </c><00:26:05.980><c>the</c> corky Twinkie top of the twenty out of the corky Twinkie top of the twenty out of the boat <00:26:06.550><c>to </c><00:26:06.910><c>here </c><00:26:07.270><c>and </c><00:26:07.630><c>choose </c><00:26:07.990><c>Arcen </c><00:26:08.350><c>left</c> boat to here and choose Arcen left boat to here and choose Arcen left ethical <00:26:09.145><c>animals </c><00:26:09.520><c>from </c><00:26:09.895><c>access </c><00:26:10.270><c>this </c><00:26:10.645><c>belongs </c><00:26:11.020><c>he</c> ethical animals from access this belongs he ethical animals from access this belongs he this <00:26:12.358><c>is </c><00:26:12.526><c>the </c><00:26:12.694><c>first </c><00:26:12.862><c>part </c><00:26:13.030><c>of </c><00:26:13.198><c>that </c><00:26:13.366><c>is </c><00:26:13.534><c>in</c> this is the first part of that is in this is the first part of that is in part <00:26:13.876><c>number </c><00:26:14.092><c>I </c><00:26:14.308><c>This </c><00:26:14.524><c>is </c><00:26:14.740><c>such </c><00:26:14.956><c>a </c><00:26:15.172><c>good </c><00:26:15.388><c>cause, </c><00:26:15.604><c>horse</c> part number I This is such a good cause, horse part number I This is such a good cause, horse and <00:26:16.617><c>Barbie, </c><00:26:16.874><c>or </c><00:26:17.131><c>their </c><00:26:17.388><c>problem </c><00:26:17.645><c>in </c><00:26:17.902><c>this </c><00:26:18.159><c>case,</c> and Barbie, or their problem in this case, and Barbie, or their problem in this case, who <00:26:18.617><c>her </c><00:26:18.894><c>and </c><00:26:19.171><c>the </c><00:26:19.448><c>ultimate </c><00:26:19.725><c>is, </c><00:26:20.002><c>what </c><00:26:20.279><c>would </c><00:26:20.556><c>be</c> who her and the ultimate is, what would be who her and the ultimate is, what would be another <00:26:21.129><c>dating </c><00:26:21.488><c>to </c><00:26:21.847><c>see </c><00:26:22.206><c>where </c><00:26:22.565><c>in </c><00:26:22.924><c>this</c> another dating to see where in this another dating to see where in this case, <00:26:23.270><c>who </c><00:26:23.460><c>her, </c><00:26:23.650><c>a </c><00:26:23.840><c>moment, </c><00:26:24.030><c>the </c><00:26:24.220><c>boat</c> case, who her, a moment, the boat case, who her, a moment, the boat exceptions, <00:26:24.745><c>not </c><00:26:25.090><c>what </c><00:26:25.435><c>version </c><00:26:25.780><c>5, </c><00:26:26.125><c>this </c><00:26:26.470><c>moment,</c> exceptions, not what version 5, this moment, exceptions, not what version 5, this moment, and <00:26:27.152><c>this </c><00:26:27.474><c>moment, </c><00:26:27.796><c>for </c><00:26:28.118><c>so </c><00:26:28.440><c>long, </c><00:26:28.762><c>actions </c><00:26:29.084><c>that </c><00:26:29.406><c>it</c> and this moment, for so long, actions that it and this moment, for so long, actions that it was <00:26:29.915><c>twenty-five </c><00:26:30.360><c>kind </c><00:26:30.805><c>of </c><00:26:31.250><c>job, </c><00:26:31.695><c>action, </c><00:26:32.140><c>a</c> was twenty-five kind of job, action, a was twenty-five kind of job, action, a moment <00:26:32.503><c>at </c><00:26:32.776><c>action, </c><00:26:33.049><c>a </c><00:26:33.322><c>moment </c><00:26:33.595><c>where </c><00:26:33.868><c>you </c><00:26:34.141><c>have </c><00:26:34.414><c>an</c> moment at action, a moment where you have an moment at action, a moment where you have an extra <00:26:34.792><c>bonding </c><00:26:35.134><c>problem, </c><00:26:35.476><c>such </c><00:26:35.818><c>as </c><00:26:36.160><c>that </c><00:26:36.502><c>in </c><00:26:36.844><c>how</c> extra bonding problem, such as that in how extra bonding problem, such as that in how you <00:26:38.072><c>find </c><00:26:38.574><c>a </c><00:26:39.076><c>depth </c><00:26:39.578><c>of </c><00:26:40.080><c>age </c><00:26:40.582><c>there </c><00:26:41.084><c>and </c><00:26:41.586><c>be</c> you find a depth of age there and be you find a depth of age there and be there, <00:26:41.965><c>so </c><00:26:42.160><c>there </c><00:26:42.355><c>are </c><00:26:42.550><c>problems, </c><00:26:42.745><c>die </c><00:26:42.940><c>hard </c><00:26:43.135><c>to </c><00:26:43.330><c>find</c> there, so there are problems, die hard to find there, so there are problems, die hard to find the <00:26:44.571><c>cava, </c><00:26:44.972><c>and </c><00:26:45.373><c>they </c><00:26:45.774><c>are </c><00:26:46.175><c>also </c><00:26:46.576><c>so </c><00:26:46.977><c>boss, </c><00:26:47.378><c>so</c> the cava, and they are also so boss, so the cava, and they are also so boss, so if <00:26:47.730><c>you </c><00:26:48.050><c>are </c><00:26:48.370><c>more </c><00:26:48.690><c>unclear, </c><00:26:49.010><c>20.5 </c><00:26:49.330><c>mm, </c><00:26:49.650><c>you </c><00:26:49.970><c>can, </c><00:26:50.290><c>if</c> if you are more unclear, 20.5 mm, you can, if if you are more unclear, 20.5 mm, you can, if you <00:26:50.568><c>don't </c><00:26:50.726><c>win </c><00:26:50.884><c>in </c><00:26:51.042><c>the, </c><00:26:51.200><c>not </c><00:26:51.358><c>that </c><00:26:51.516><c>subtle</c> you don't win in the, not that subtle you don't win in the, not that subtle jacket, <00:26:52.978><c>Honda </c><00:26:53.446><c>Vision </c><00:26:53.914><c>XS-1 </c><00:26:54.382><c>milliliter, </c><00:26:54.850><c>again,</c> jacket, Honda Vision XS-1 milliliter, again, jacket, Honda Vision XS-1 milliliter, again, weekend, <00:26:56.070><c>a </c><00:26:56.450><c>premium </c><00:26:56.830><c>that </c><00:26:57.210><c>here </c><00:26:57.590><c>customer </c><00:26:57.970><c>pitch</c> weekend, a premium that here customer pitch weekend, a premium that here customer pitch there, <00:26:58.510><c>there</c> there, there there, there that <00:26:59.817><c>costs, </c><00:27:00.014><c>this </c><00:27:00.211><c>is </c><00:27:00.408><c>a </c><00:27:00.605><c>score, </c><00:27:00.802><c>can't, </c><00:27:00.999><c>what</c> that costs, this is a score, can't, what that costs, this is a score, can't, what is <00:27:01.651><c>Marinus, </c><00:27:02.062><c>file </c><00:27:02.473><c>about </c><00:27:02.884><c>killing </c><00:27:03.295><c>where </c><00:27:03.706><c>my, </c><00:27:04.117><c>as</c> is Marinus, file about killing where my, as is Marinus, file about killing where my, as filing, <00:27:04.578><c>but </c><00:27:04.856><c>NASCAR </c><00:27:05.134><c>from </c><00:27:05.412><c>Solo </c><00:27:05.690><c>this </c><00:27:05.968><c>week, </c><00:27:06.246><c>I</c> filing, but NASCAR from Solo this week, I filing, but NASCAR from Solo this week, I was <00:27:06.644><c>a </c><00:27:06.948><c>video </c><00:27:07.252><c>of </c><00:27:07.556><c>everything </c><00:27:07.860><c>else, </c><00:27:08.164><c>show </c><00:27:08.468><c>10</c> was a video of everything else, show 10 was a video of everything else, show 10 milliliters, <00:27:09.400><c>so </c><00:27:10.150><c>bizarre, </c><00:27:10.900><c>chic, </c><00:27:11.650><c>was </c><00:27:12.400><c>Lizzie</c> milliliters, so bizarre, chic, was Lizzie milliliters, so bizarre, chic, was Lizzie Darcy, <00:27:12.901><c>brush, </c><00:27:13.252><c>or </c><00:27:13.603><c>other </c><00:27:13.954><c>flint, </c><00:27:14.305><c>it's </c><00:27:14.656><c>so </c><00:27:15.007><c>hard</c> Darcy, brush, or other flint, it's so hard Darcy, brush, or other flint, it's so hard to <00:27:15.625><c>check, </c><00:27:15.910><c>now </c><00:27:16.195><c>there </c><00:27:16.480><c>and </c><00:27:16.765><c>Macs </c><00:27:17.050><c>about, </c><00:27:17.335><c>it's </c><00:27:17.620><c>there,</c> to check, now there and Macs about, it's there, to check, now there and Macs about, it's there, is <00:27:18.224><c>great </c><00:27:18.558><c>by </c><00:27:18.892><c>a </c><00:27:19.226><c>beautiful </c><00:27:19.560><c>about </c><00:27:19.894><c>Pi </c><00:27:20.228><c>day,</c> is great by a beautiful about Pi day, is great by a beautiful about Pi day, I <00:27:21.265><c>was, </c><00:27:21.460><c>I </c><00:27:21.655><c>see </c><00:27:21.850><c>Darth </c><00:27:22.045><c>and </c><00:27:22.240><c>B6 </c><00:27:22.435><c>AC </c><00:27:22.630><c>Milan </c><00:27:22.825><c>again, </c><00:27:23.020><c>so</c> I was, I see Darth and B6 AC Milan again, so I was, I see Darth and B6 AC Milan again, so yes <00:27:23.730><c>Ligamentum </c><00:27:24.260><c>God's </c><00:27:24.790><c>Word </c><00:27:25.320><c>Ruby </c><00:27:25.850><c>and </c><00:27:26.380><c>Macs</c> yes Ligamentum God's Word Ruby and Macs yes Ligamentum God's Word Ruby and Macs about <00:27:26.896><c>it, </c><00:27:27.142><c>I </c><00:27:27.388><c>saw </c><00:27:27.634><c>a </c><00:27:27.880><c>smoothie </c><00:27:28.126><c>Greek </c><00:27:28.372><c>and </c><00:27:28.618><c>a </c><00:27:28.864><c>nice </c><00:27:29.110><c>one</c> about it, I saw a smoothie Greek and a nice one about it, I saw a smoothie Greek and a nice one about <00:27:29.788><c>that </c><00:27:30.256><c>frisky </c><00:27:30.724><c>is </c><00:27:31.192><c>who </c><00:27:31.660><c>views</c> about that frisky is who views about that frisky is who views I <00:27:32.896><c>exchange </c><00:27:33.233><c>for </c><00:27:33.570><c>10 </c><00:27:33.907><c>to </c><00:27:34.244><c>the </c><00:27:34.581><c>and </c><00:27:34.918><c>makes </c><00:27:35.255><c>there</c> I exchange for 10 to the and makes there I exchange for 10 to the and makes there wasn't <00:27:36.355><c>MX </c><00:27:37.210><c>plus</c> wasn't MX plus wasn't MX plus BH <00:27:38.005><c>Prime </c><00:27:38.270><c>Thatcher </c><00:27:38.535><c>days </c><00:27:38.800><c>of </c><00:27:39.065><c>the </c><00:27:39.330><c>counter, </c><00:27:39.595><c>those</c> BH Prime Thatcher days of the counter, those BH Prime Thatcher days of the counter, those times <00:27:40.990><c>and </c><00:27:41.390><c>what </c><00:27:41.790><c>okay</c> times and what okay times and what okay will <00:27:43.420><c>to </c><00:27:43.760><c>find </c><00:27:44.100><c>SBK </c><00:27:44.440><c>okay </c><00:27:44.780><c>who </c><00:27:45.120><c>also </c><00:27:45.460><c>hopes </c><00:27:45.800><c>in </c><00:27:46.140><c>the</c> will to find SBK okay who also hopes in the will to find SBK okay who also hopes in the video <00:27:46.578><c>and </c><00:27:46.866><c>oh </c><00:27:47.154><c>Barbie </c><00:27:47.442><c>ex </c><00:27:47.730><c>officio</c> video and oh Barbie ex officio video and oh Barbie ex officio they <00:27:49.434><c>and </c><00:27:49.788><c>miss </c><00:27:50.142><c>here </c><00:27:50.496><c>the </c><00:27:50.850><c>edge </c><00:27:51.204><c>see </c><00:27:51.558><c>you </c><00:27:51.912><c>it </c><00:27:52.266><c>was </c><00:27:52.620><c>a</c> they and miss here the edge see you it was a they and miss here the edge see you it was a very <00:27:53.010><c>on </c><00:27:53.250><c>156</c> very on 156 very on 156 am <00:27:55.307><c>Klompe </c><00:27:55.624><c>more </c><00:27:55.941><c>free </c><00:27:56.258><c>to </c><00:27:56.575><c>the </c><00:27:56.892><c>Kiwi </c><00:27:57.209><c>cancer</c> am Klompe more free to the Kiwi cancer am Klompe more free to the Kiwi cancer Breda <00:27:57.885><c>offers </c><00:27:58.230><c>a </c><00:27:58.575><c>Valeo </c><00:27:58.920><c>this </c><00:27:59.265><c>symbol </c><00:27:59.610><c>and</c> Breda offers a Valeo this symbol and Breda offers a Valeo this symbol and quote quote quote 3 <00:28:00.856><c>2 </c><00:28:01.533><c>1 </c><00:28:02.210><c>go</c> 3 2 1 go 3 2 1 go then <00:28:05.049><c>was </c><00:28:05.419><c>that </c><00:28:05.789><c>fun </c><00:28:06.159><c>thistles </c><00:28:06.529><c>plan </c><00:28:06.899><c>for</c> then was that fun thistles plan for then was that fun thistles plan for six six six okay <00:28:08.018><c>both </c><00:28:08.416><c>point </c><00:28:08.814><c>5 </c><00:28:09.212><c>section </c><00:28:09.610><c>here </c><00:28:10.008><c>the </c><00:28:10.406><c>Samsung</c> okay both point 5 section here the Samsung okay both point 5 section here the Samsung between <00:28:10.980><c>this </c><00:28:11.310><c>radio </c><00:28:11.640><c>and </c><00:28:11.970><c>then </c><00:28:12.300><c>you</c> between this radio and then you between this radio and then you receive <00:28:13.422><c>sex </c><00:28:13.884><c>so </c><00:28:14.346><c>already </c><00:28:14.808><c>interpolation </c><00:28:15.270><c>weekend</c> receive sex so already interpolation weekend receive sex so already interpolation weekend in <00:28:15.993><c>the </c><00:28:16.236><c>valley </c><00:28:16.479><c>of </c><00:28:16.722><c>be </c><00:28:16.965><c>tied </c><00:28:17.208><c>to </c><00:28:17.451><c>be </c><00:28:17.694><c>between </c><00:28:17.937><c>3</c> in the valley of be tied to be between 3 in the valley of be tied to be between 3 and <00:28:19.131><c>point </c><00:28:19.542><c>for </c><00:28:19.953><c>to </c><00:28:20.364><c>this </c><00:28:20.775><c>was </c><00:28:21.186><c>complete </c><00:28:21.597><c>in</c> and point for to this was complete in and point for to this was complete in and <00:28:22.293><c>ricotta </c><00:28:22.777><c>very </c><00:28:23.261><c>old </c><00:28:23.745><c>Bond </c><00:28:24.229><c>Street </c><00:28:24.713><c>live </c><00:28:25.197><c>from</c> and ricotta very old Bond Street live from and ricotta very old Bond Street live from Africa <00:28:26.120><c>will </c><00:28:26.530><c>you </c><00:28:26.940><c>thicknesses </c><00:28:27.350><c>concrete </c><00:28:27.760><c>iPhone </c><00:28:28.170><c>is</c> Africa will you thicknesses concrete iPhone is Africa will you thicknesses concrete iPhone is this <00:28:28.470><c>does </c><00:28:28.680><c>into </c><00:28:28.890><c>this </c><00:28:29.100><c>issue </c><00:28:29.310><c>at </c><00:28:29.520><c>you </c><00:28:29.730><c>there</c> this does into this issue at you there this does into this issue at you there spinach <00:28:30.261><c>a </c><00:28:30.642><c>nice </c><00:28:31.023><c>mix </c><00:28:31.404><c>begins </c><00:28:31.785><c>a </c><00:28:32.166><c>and </c><00:28:32.547><c>mix</c> spinach a nice mix begins a and mix spinach a nice mix begins a and mix there <00:28:33.056><c>so </c><00:28:33.322><c>in </c><00:28:33.588><c>mix </c><00:28:33.854><c>there </c><00:28:34.120><c>is </c><00:28:34.386><c>for </c><00:28:34.652><c>election </c><00:28:34.918><c>battle</c> there so in mix there is for election battle there so in mix there is for election battle for <00:28:35.624><c>a </c><00:28:35.939><c>premium</c> for a premium for a premium not <00:28:37.440><c>there </c><00:28:37.680><c>now </c><00:28:37.920><c>such </c><00:28:38.160><c>a </c><00:28:38.400><c>problem</c> not there now such a problem not there now such a problem know <00:28:40.455><c>chainsaw </c><00:28:40.830><c>problem </c><00:28:41.205><c>or-ee </c><00:28:41.580><c>the</c> know chainsaw problem or-ee the know chainsaw problem or-ee the changes <00:28:41.934><c>a </c><00:28:42.228><c>problem </c><00:28:42.522><c>to </c><00:28:42.816><c>The </c><00:28:43.110><c>problem </c><00:28:43.404><c>is</c> changes a problem to The problem is changes a problem to The problem is only only only your <00:28:44.584><c>action </c><00:28:44.978><c>and </c><00:28:45.372><c>moment, </c><00:28:45.766><c>action, </c><00:28:46.160><c>lead, </c><00:28:46.554><c>and</c> your action and moment, action, lead, and your action and moment, action, lead, and young <00:28:47.060><c>action, </c><00:28:47.321><c>a </c><00:28:47.582><c>moment, </c><00:28:47.843><c>what </c><00:28:48.104><c>we </c><00:28:48.365><c>have </c><00:28:48.626><c>here,</c> young action, a moment, what we have here, young action, a moment, what we have here, who <00:28:49.590><c>has </c><00:28:49.830><c>a </c><00:28:50.070><c>crisis </c><00:28:50.310><c>and </c><00:28:50.550><c>mixes </c><00:28:50.790><c>in </c><00:28:51.030><c>the </c><00:28:51.270><c>state, </c><00:28:51.510><c>also</c> who has a crisis and mixes in the state, also who has a crisis and mixes in the state, also certifeye <00:28:52.620><c>photos</c> certifeye photos certifeye photos in <00:28:53.550><c>Christophorus </c><00:28:54.000><c>chooses </c><00:28:54.450><c>answers </c><00:28:54.900><c>and </c><00:28:55.350><c>sink,</c> in Christophorus chooses answers and sink, in Christophorus chooses answers and sink, and <00:28:56.219><c>when </c><00:28:56.458><c>I </c><00:28:56.697><c>walked </c><00:28:56.936><c>there, </c><00:28:57.175><c>and </c><00:28:57.414><c>what,</c> and when I walked there, and what, and when I walked there, and what, and <00:28:58.671><c>that </c><00:28:58.872><c>problem </c><00:28:59.073><c>is, </c><00:28:59.274><c>lives </c><00:28:59.475><c>on </c><00:28:59.676><c>your </c><00:28:59.877><c>change</c> and that problem is, lives on your change and that problem is, lives on your change tool, tool, tool, a <00:29:01.538><c>program </c><00:29:01.736><c>with </c><00:29:01.934><c>blue, </c><00:29:02.132><c>that </c><00:29:02.330><c>action, </c><00:29:02.528><c>a </c><00:29:02.726><c>beautiful </c><00:29:02.924><c>one,</c> a program with blue, that action, a beautiful one, a program with blue, that action, a beautiful one, so <00:29:03.671><c>in </c><00:29:04.002><c>this </c><00:29:04.333><c>case, </c><00:29:04.664><c>for </c><00:29:04.995><c>the </c><00:29:05.326><c>interaction </c><00:29:05.657><c>and</c> so in this case, for the interaction and so in this case, for the interaction and moment, <00:29:06.340><c>how </c><00:29:06.780><c>you </c><00:29:07.220><c>EFT, </c><00:29:07.660><c>also </c><00:29:08.100><c>completely </c><00:29:08.540><c>in </c><00:29:08.980><c>on</c> moment, how you EFT, also completely in on moment, how you EFT, also completely in on her <00:29:10.241><c>beer </c><00:29:10.502><c>square, </c><00:29:10.763><c>was </c><00:29:11.024><c>a </c><00:29:11.285><c>minute, </c><00:29:11.546><c>it </c><00:29:11.807><c>took,</c> her beer square, was a minute, it took, her beer square, was a minute, it took, sat <00:29:12.220><c>in </c><00:29:12.480><c>the </c><00:29:12.740><c>about, </c><00:29:13.000><c>that </c><00:29:13.260><c>really </c><00:29:13.520><c>so </c><00:29:13.780><c>bad </c><00:29:14.040><c>in </c><00:29:14.300><c>Emmen,</c> sat in the about, that really so bad in Emmen, sat in the about, that really so bad in Emmen, about <00:29:14.969><c>beer </c><00:29:15.218><c>square, </c><00:29:15.467><c>heat </c><00:29:15.716><c>was </c><00:29:15.965><c>to </c><00:29:16.214><c>point </c><00:29:16.463><c>to, </c><00:29:16.712><c>to, </c><00:29:16.961><c>to, </c><00:29:17.210><c>to,</c> about beer square, heat was to point to, to, to, to, about beer square, heat was to point to, to, to, to, bond <00:29:19.070><c>plan,</c> bond plan, bond plan, and <00:29:20.161><c>then </c><00:29:20.352><c>I </c><00:29:20.543><c>add </c><00:29:20.734><c>it </c><00:29:20.925><c>here, </c><00:29:21.116><c>we'll </c><00:29:21.307><c>see, </c><00:29:21.498><c>his</c> and then I add it here, we'll see, his and then I add it here, we'll see, his boy <00:29:22.000><c>should </c><00:29:22.350><c>Fogg </c><00:29:22.700><c>and </c><00:29:23.050><c>his </c><00:29:23.400><c>Lars, </c><00:29:23.750><c>the</c> boy should Fogg and his Lars, the boy should Fogg and his Lars, the walls <00:29:24.230><c>and </c><00:29:24.530><c>Macs </c><00:29:24.830><c>there, </c><00:29:25.130><c>okay,</c> walls and Macs there, okay, walls and Macs there, okay, and <00:29:26.770><c>about </c><00:29:26.940><c>who </c><00:29:27.110><c>Edge, </c><00:29:27.280><c>it </c><00:29:27.450><c>is, </c><00:29:27.620><c>so </c><00:29:27.790><c>a </c><00:29:27.960><c>kind </c><00:29:28.130><c>of</c> and about who Edge, it is, so a kind of and about who Edge, it is, so a kind of Zeeland <00:29:28.827><c>finds </c><00:29:29.134><c>one </c><00:29:29.441><c>about </c><00:29:29.748><c>apps, </c><00:29:30.055><c>that </c><00:29:30.362><c>was </c><00:29:30.669><c>a </c><00:29:30.976><c>bit</c> Zeeland finds one about apps, that was a bit Zeeland finds one about apps, that was a bit scared, <00:29:31.544><c>time, </c><00:29:31.838><c>so </c><00:29:32.132><c>clammy, </c><00:29:32.426><c>that </c><00:29:32.720><c>is </c><00:29:33.014><c>where </c><00:29:33.308><c>you </c><00:29:33.602><c>very </c><00:29:33.896><c>much </c><00:29:34.190><c>to</c> scared, time, so clammy, that is where you very much to scared, time, so clammy, that is where you very much to eat, <00:29:35.025><c>and </c><00:29:35.500><c>FC </c><00:29:35.975><c>Sevilla </c><00:29:36.450><c>wind </c><00:29:36.925><c>user </c><00:29:37.400><c>char,</c> eat, and FC Sevilla wind user char, eat, and FC Sevilla wind user char, is, <00:29:38.040><c>so, </c><00:29:38.470><c>a </c><00:29:38.900><c>sunset </c><00:29:39.330><c>videos </c><00:29:39.760><c>and </c><00:29:40.190><c>learn</c> is, so, a sunset videos and learn is, so, a sunset videos and learn French, <00:29:40.747><c>is </c><00:29:41.064><c>the </c><00:29:41.381><c>sword, </c><00:29:41.698><c>well, </c><00:29:42.015><c>bond </c><00:29:42.332><c>used, </c><00:29:42.649><c>a</c> French, is the sword, well, bond used, a French, is the sword, well, bond used, a she <00:29:43.233><c>finds </c><00:29:43.426><c>one </c><00:29:43.619><c>and </c><00:29:43.812><c>then, </c><00:29:44.005><c>and </c><00:29:44.198><c>the </c><00:29:44.391><c>toll, </c><00:29:44.584><c>plan, </c><00:29:44.777><c>okay,</c> she finds one and then, and the toll, plan, okay, she finds one and then, and the toll, plan, okay, first <00:29:45.960><c>in </c><00:29:46.540><c>a </c><00:29:47.120><c>to </c><00:29:47.700><c>point </c><00:29:48.280><c>when </c><00:29:48.860><c>some</c> first in a to point when some first in a to point when some will <00:29:49.790><c>more </c><00:29:50.090><c>here, </c><00:29:50.390><c>also, </c><00:29:50.690><c>even </c><00:29:50.990><c>Spain, </c><00:29:51.290><c>day,</c> will more here, also, even Spain, day, will more here, also, even Spain, day, interesting, <00:29:51.812><c>kind </c><00:29:52.034><c>of </c><00:29:52.256><c>how </c><00:29:52.478><c>That's </c><00:29:52.700><c>coming,</c> interesting, kind of how That's coming, interesting, kind of how That's coming, okay, <00:29:53.586><c>so </c><00:29:53.812><c>how </c><00:29:54.038><c>does </c><00:29:54.264><c>that </c><00:29:54.490><c>come </c><00:29:54.716><c>between </c><00:29:54.942><c>two </c><00:29:55.168><c>and </c><00:29:55.394><c>three,</c> okay, so how does that come between two and three, okay, so how does that come between two and three, closer <00:29:56.120><c>to</c> closer to closer to so <00:29:57.058><c>bad </c><00:29:57.426><c>about </c><00:29:57.794><c>your </c><00:29:58.162><c>lord's </c><00:29:58.530><c>Xhose, </c><00:29:58.898><c>so </c><00:29:59.266><c>we're</c> so bad about your lord's Xhose, so we're so bad about your lord's Xhose, so we're new <00:29:59.800><c>to </c><00:30:00.150><c>it, </c><00:30:00.500><c>that </c><00:30:00.850><c>it's </c><00:30:01.200><c>either </c><00:30:01.550><c>Ubuntu,</c> new to it, that it's either Ubuntu, new to it, that it's either Ubuntu, so <00:30:02.797><c>his </c><00:30:03.294><c>cheek </c><00:30:03.791><c>hangs </c><00:30:04.288><c>there, </c><00:30:04.785><c>first, </c><00:30:05.282><c>see </c><00:30:05.779><c>over</c> so his cheek hangs there, first, see over so his cheek hangs there, first, see over the <00:30:06.398><c>edge, </c><00:30:06.626><c>I </c><00:30:06.854><c>see </c><00:30:07.082><c>it </c><00:30:07.310><c>was </c><00:30:07.538><c>coming, </c><00:30:07.766><c>Ozoni, </c><00:30:07.994><c>and</c> the edge, I see it was coming, Ozoni, and the edge, I see it was coming, Ozoni, and Louisa, Louisa, Louisa, I <00:30:09.886><c>see </c><00:30:10.272><c>a </c><00:30:10.658><c>politician, </c><00:30:11.044><c>here </c><00:30:11.430><c>is </c><00:30:11.816><c>what </c><00:30:12.202><c>would </c><00:30:12.588><c>be</c> I see a politician, here is what would be I see a politician, here is what would be just <00:30:13.070><c>another </c><00:30:13.340><c>sixty-four</c> just another sixty-four just another sixty-four milliliter <00:30:14.810><c>Aspire </c><00:30:15.170><c>Switch </c><00:30:15.530><c>shot </c><00:30:15.890><c>for</c> milliliter Aspire Switch shot for milliliter Aspire Switch shot for keeping <00:30:16.986><c>the </c><00:30:17.492><c>5 </c><00:30:17.998><c>ways </c><00:30:18.504><c>to </c><00:30:19.010><c>provide </c><00:30:19.516><c>greater</c> keeping the 5 ways to provide greater keeping the 5 ways to provide greater transmission. <00:30:20.492><c>First, </c><00:30:20.804><c>I </c><00:30:21.116><c>work </c><00:30:21.428><c>so </c><00:30:21.740><c>for </c><00:30:22.052><c>his </c><00:30:22.364><c>up</c> transmission. First, I work so for his up transmission. First, I work so for his up to <00:30:22.890><c>a </c><00:30:23.320><c>substantial </c><00:30:23.750><c>use </c><00:30:24.180><c>for </c><00:30:24.610><c>both </c><00:30:25.040><c>the</c> to a substantial use for both the to a substantial use for both the 25, 25, 25, what <00:30:26.360><c>is </c><00:30:26.660><c>there </c><00:30:26.960><c>in </c><00:30:27.260><c>an </c><00:30:27.560><c>inspiration, </c><00:30:27.860><c>access, </c><00:30:28.160><c>they</c> what is there in an inspiration, access, they what is there in an inspiration, access, they left, <00:30:28.613><c>and </c><00:30:28.826><c>games, </c><00:30:29.039><c>and </c><00:30:29.252><c>links, </c><00:30:29.465><c>so </c><00:30:29.678><c>that </c><00:30:29.891><c>I'm </c><00:30:30.104><c>a</c> left, and games, and links, so that I'm a left, and games, and links, so that I'm a [ <00:30:30.449><c>__ </c><00:30:30.728><c>], </c><00:30:31.007><c>ah, </c><00:30:31.286><c>who, </c><00:30:31.565><c>her, </c><00:30:31.844><c>then </c><00:30:32.123><c>a, </c><00:30:32.402><c>she, </c><00:30:32.681><c>Damita, </c><00:30:32.960><c>it</c> [ __ ], ah, who, her, then a, she, Damita, it [ __ ], ah, who, her, then a, she, Damita, it is <00:30:33.600><c>one-quarter </c><00:30:34.060><c>of </c><00:30:34.520><c>her,</c> is one-quarter of her, is one-quarter of her, Berger, <00:30:35.470><c>our </c><00:30:35.790><c>dollar </c><00:30:36.110><c>saved, </c><00:30:36.430><c>milliliter,</c> Berger, our dollar saved, milliliter, Berger, our dollar saved, milliliter, which <00:30:37.692><c>one </c><00:30:37.954><c>is </c><00:30:38.216><c>Bigard, </c><00:30:38.478><c>so </c><00:30:38.740><c>name, </c><00:30:39.002><c>she </c><00:30:39.264><c>eats </c><00:30:39.526><c>mm,</c> which one is Bigard, so name, she eats mm, which one is Bigard, so name, she eats mm, how <00:30:40.190><c>then</c> how then how then 6b, <00:30:41.857><c>sing, </c><00:30:42.244><c>or </c><00:30:42.631><c>she, </c><00:30:43.018><c>left, </c><00:30:43.405><c>is </c><00:30:43.792><c>the </c><00:30:44.179><c>Razr </c><00:30:44.566><c>or</c> 6b, sing, or she, left, is the Razr or 6b, sing, or she, left, is the Razr or climbing <00:30:44.917><c>plants, </c><00:30:45.114><c>think </c><00:30:45.311><c>there </c><00:30:45.508><c>also </c><00:30:45.705><c>in </c><00:30:45.902><c>the </c><00:30:46.099><c>morning,</c> climbing plants, think there also in the morning, climbing plants, think there also in the morning, and <00:30:46.519><c>the </c><00:30:46.788><c>base, </c><00:30:47.057><c>the </c><00:30:47.326><c>least </c><00:30:47.595><c>will </c><00:30:47.864><c>find, </c><00:30:48.133><c>you, </c><00:30:48.402><c>I</c> and the base, the least will find, you, I and the base, the least will find, you, I live <00:30:48.753><c>in </c><00:30:49.006><c>this </c><00:30:49.259><c>case, </c><00:30:49.512><c>the </c><00:30:49.765><c>cause, </c><00:30:50.018><c>I'm </c><00:30:50.271><c>used </c><00:30:50.524><c>by </c><00:30:50.777><c>300</c> live in this case, the cause, I'm used by 300 live in this case, the cause, I'm used by 300 mm, <00:30:52.175><c>or </c><00:30:53.100><c>six </c><00:30:54.025><c>mills, </c><00:30:54.950><c>suitcase</c> mm, or six mills, suitcase mm, or six mills, suitcase section, <00:30:55.562><c>which </c><00:30:55.845><c>is </c><00:30:56.128><c>to </c><00:30:56.411><c>survive, </c><00:30:56.694><c>will </c><00:30:56.977><c>in </c><00:30:57.260><c>this</c> section, which is to survive, will in this section, which is to survive, will in this case, <00:30:57.968><c>that </c><00:30:58.496><c>cross-section, </c><00:30:59.024><c>Winguard, </c><00:30:59.552><c>is </c><00:31:00.080><c>B's</c> case, that cross-section, Winguard, is B's case, that cross-section, Winguard, is B's in <00:31:00.484><c>our </c><00:31:00.648><c>links,</c> in our links, in our links, so <00:31:02.074><c>who </c><00:31:02.359><c>lives </c><00:31:02.644><c>there, </c><00:31:02.929><c>a </c><00:31:03.214><c>waif? </c><00:31:03.499><c>Arya </c><00:31:03.784><c>is </c><00:31:04.069><c>this</c> so who lives there, a waif? Arya is this so who lives there, a waif? Arya is this app <00:31:05.054><c>to </c><00:31:05.498><c>750 </c><00:31:05.942><c>plus </c><00:31:06.386><c>his </c><00:31:06.830><c>three </c><00:31:07.274><c>others.</c> app to 750 plus his three others. app to 750 plus his three others. The <00:31:08.719><c>last </c><00:31:08.958><c>vote </c><00:31:09.197><c>is </c><00:31:09.436><c>to </c><00:31:09.675><c>make </c><00:31:09.914><c>a </c><00:31:10.153><c>drawing. </c><00:31:10.392><c>This</c> The last vote is to make a drawing. This The last vote is to make a drawing. This is <00:31:11.450><c>the</c> is the is the 2005 <00:31:12.697><c>column </c><00:31:13.074><c>by </c><00:31:13.451><c>"To </c><00:31:13.828><c>survive </c><00:31:14.205><c>the </c><00:31:14.582><c>hardcore </c><00:31:14.959><c>base."</c> 2005 column by "To survive the hardcore base." 2005 column by "To survive the hardcore base." That <00:31:15.652><c>moment </c><00:31:15.775><c>was </c><00:31:15.898><c>also </c><00:31:16.021><c>there </c><00:31:16.144><c>in </c><00:31:16.267><c>the </c><00:31:16.390><c>neighborhood </c><00:31:16.513><c>care</c> That moment was also there in the neighborhood care That moment was also there in the neighborhood care poster <00:31:16.990><c>basilica, </c><00:31:17.311><c>which </c><00:31:17.632><c>here </c><00:31:17.953><c>depends </c><00:31:18.274><c>on </c><00:31:18.595><c>who </c><00:31:18.916><c>here,</c> poster basilica, which here depends on who here, poster basilica, which here depends on who here, toolbox, <00:31:20.539><c>toolbar, </c><00:31:21.409><c>and </c><00:31:22.279><c>links, </c><00:31:23.149><c>ah,</c> toolbox, toolbar, and links, ah, toolbox, toolbar, and links, ah, espace <00:31:24.629><c>from </c><00:31:25.329><c>2005.</c> espace from 2005. espace from 2005. My <00:31:27.352><c>limit </c><00:31:27.655><c>is </c><00:31:27.958><c>like </c><00:31:28.261><c>this. </c><00:31:28.564><c>I </c><00:31:28.867><c>thank </c><00:31:29.170><c>him </c><00:31:29.473><c>for </c><00:31:29.776><c>his</c> My limit is like this. I thank him for his My limit is like this. I thank him for his expectation. expectation. expectation. Who <00:31:31.469><c>wins? </c><00:31:31.808><c>The </c><00:31:32.147><c>Frome </c><00:31:32.486><c>Toe </c><00:31:32.825><c>problem </c><00:31:33.164><c>number</c> Who wins? The Frome Toe problem number Who wins? The Frome Toe problem number one, <00:31:33.930><c>do </c><00:31:34.360><c>action. </c><00:31:34.790><c>Moment </c><00:31:35.220><c>then </c><00:31:35.650><c>Barbie </c><00:31:36.080><c>with</c> one, do action. Moment then Barbie with one, do action. Moment then Barbie with eczema <00:31:36.650><c>or </c><00:31:36.860><c>plastic. </c><00:31:37.070><c>The</c> eczema or plastic. The eczema or plastic. The difficult <00:31:39.830><c>Sangha </c><00:31:40.310><c>was </c><00:31:40.790><c>Jimmy </c><00:31:41.270><c>Hla. </c><00:31:41.750><c>You </c><00:31:42.230><c>have </c><00:31:42.710><c>to</c> difficult Sangha was Jimmy Hla. You have to difficult Sangha was Jimmy Hla. You have to snot, <00:31:43.184><c>Esquire, </c><00:31:43.538><c>come </c><00:31:43.892><c>to </c><00:31:44.246><c>clarify, </c><00:31:44.600><c>well,</c> snot, Esquire, come to clarify, well, snot, Esquire, come to clarify, well, which <00:31:45.886><c>one </c><00:31:46.093><c>is </c><00:31:46.300><c>the </c><00:31:46.507><c>[ </c><00:31:46.714><c>__ </c><00:31:46.921><c>], </c><00:31:47.128><c>won. </c><00:31:47.335><c>It's </c><00:31:47.542><c>really </c><00:31:47.749><c>like </c><00:31:47.956><c>that </c><00:31:48.163><c>between</c> which one is the [ __ ], won. It's really like that between which one is the [ __ ], won. It's really like that between the <00:31:48.871><c>entrance </c><00:31:49.122><c>within </c><00:31:49.373><c>the </c><00:31:49.624><c>buyer </c><00:31:49.875><c>at </c><00:31:50.126><c>Alpro. </c><00:31:50.377><c>The </c><00:31:50.628><c>section</c> the entrance within the buyer at Alpro. The section the entrance within the buyer at Alpro. The section shows <00:31:51.109><c>down. </c><00:31:51.169><c>It's </c><00:31:51.229><c>to</c> shows down. It's to shows down. It's to be <00:31:52.598><c>designed </c><00:31:52.976><c>to </c><00:31:53.354><c>resist </c><00:31:53.732><c>opening. </c><00:31:54.110><c>It</c> be designed to resist opening. It be designed to resist opening. It also <00:31:54.383><c>pays </c><00:31:54.566><c>off. </c><00:31:54.749><c>What </c><00:31:54.932><c>would </c><00:31:55.115><c>be </c><00:31:55.298><c>the </c><00:31:55.481><c>other </c><00:31:55.664><c>guy,</c> also pays off. What would be the other guy, also pays off. What would be the other guy, York, <00:31:56.805><c>and </c><00:31:57.100><c>Plas. </c><00:31:57.395><c>The </c><00:31:57.690><c>moment </c><00:31:57.985><c>that </c><00:31:58.280><c>I </c><00:31:58.575><c>sometimes</c> York, and Plas. The moment that I sometimes York, and Plas. The moment that I sometimes identify <00:31:59.165><c>the </c><00:31:59.480><c>moment </c><00:31:59.795><c>there, </c><00:32:00.110><c>why </c><00:32:00.425><c>does </c><00:32:00.740><c>food,</c> identify the moment there, why does food, identify the moment there, why does food, kilometer, kilometer, kilometer, give <00:32:02.903><c>your </c><00:32:03.116><c>soul? </c><00:32:03.329><c>It's </c><00:32:03.542><c>times </c><00:32:03.755><c>their </c><00:32:03.968><c>F4 </c><00:32:04.181><c>is </c><00:32:04.394><c>praying.</c> give your soul? It's times their F4 is praying. give your soul? It's times their F4 is praying. Okay, <00:32:05.156><c>so </c><00:32:05.612><c>is </c><00:32:06.068><c>the </c><00:32:06.524><c>station, </c><00:32:06.980><c>wings,</c> Okay, so is the station, wings, Okay, so is the station, wings, cross-section. <00:32:07.399><c>It </c><00:32:07.639><c>was </c><00:32:07.879><c>as </c><00:32:08.119><c>if </c><00:32:08.359><c>she </c><00:32:08.599><c>did </c><00:32:08.839><c>this, </c><00:32:09.079><c>and </c><00:32:09.319><c>she</c> cross-section. It was as if she did this, and she cross-section. It was as if she did this, and she jumped. <00:32:10.104><c>She </c><00:32:10.468><c>said </c><00:32:10.832><c>it's </c><00:32:11.196><c>because </c><00:32:11.560><c>composition, </c><00:32:11.924><c>Carla,</c> jumped. She said it's because composition, Carla, jumped. She said it's because composition, Carla, you're <00:32:12.585><c>so </c><00:32:12.940><c>over, </c><00:32:13.295><c>not </c><00:32:13.650><c>close </c><00:32:14.005><c>to </c><00:32:14.360><c>mention </c><00:32:14.715><c>this,</c> you're so over, not close to mention this, you're so over, not close to mention this, 350, <00:32:15.260><c>and </c><00:32:15.680><c>we </c><00:32:16.100><c>have </c><00:32:16.520><c>a </c><00:32:16.940><c>moment</c> 350, and we have a moment 350, and we have a moment here <00:32:17.713><c>at </c><00:32:18.066><c>17.5 </c><00:32:18.419><c>kilos. </c><00:32:18.772><c>You </c><00:32:19.125><c>can, </c><00:32:19.478><c>so, </c><00:32:19.831><c>who </c><00:32:20.184><c>you </c><00:32:20.537><c>know.</c> here at 17.5 kilos. You can, so, who you know. here at 17.5 kilos. You can, so, who you know. Completely Completely Completely there, <00:32:21.781><c>knew </c><00:32:22.092><c>how </c><00:32:22.403><c>those </c><00:32:22.714><c>apps </c><00:32:23.025><c>and </c><00:32:23.336><c>this </c><00:32:23.647><c>would </c><00:32:23.958><c>be</c> there, knew how those apps and this would be there, knew how those apps and this would be poured <00:32:24.740><c>into</c> poured into poured into the <00:32:25.811><c>figure </c><00:32:26.223><c>in </c><00:32:26.635><c>CVS, </c><00:32:27.047><c>ever </c><00:32:27.459><c>will </c><00:32:27.871><c>be </c><00:32:28.283><c>here </c><00:32:28.695><c>a</c> the figure in CVS, ever will be here a the figure in CVS, ever will be here a week <00:32:30.175><c>and </c><00:32:30.480><c>complete, </c><00:32:30.785><c>I </c><00:32:31.090><c>see </c><00:32:31.395><c>a </c><00:32:31.700><c>weekend</c> week and complete, I see a weekend week and complete, I see a weekend complete <00:32:32.240><c>that </c><00:32:32.480><c>he </c><00:32:32.720><c>played </c><00:32:32.960><c>there, </c><00:32:33.200><c>our </c><00:32:33.440><c>go-</c> complete that he played there, our go- complete that he played there, our go- ahead, <00:32:34.631><c>we </c><00:32:35.132><c>have </c><00:32:35.633><c>times </c><00:32:36.134><c>so </c><00:32:36.635><c>heavy </c><00:32:37.136><c>and </c><00:32:37.637><c>mix</c> ahead, we have times so heavy and mix ahead, we have times so heavy and mix over <00:32:38.479><c>ash </c><00:32:38.779><c>tarts </c><00:32:39.079><c>and </c><00:32:39.379><c>macs </c><00:32:39.679><c>over, </c><00:32:39.979><c>I </c><00:32:40.279><c>see</c> over ash tarts and macs over, I see over ash tarts and macs over, I see excuses <00:32:40.632><c>for </c><00:32:40.804><c>it </c><00:32:40.976><c>to </c><00:32:41.148><c>go </c><00:32:41.320><c>here, </c><00:32:41.492><c>here </c><00:32:41.664><c>like </c><00:32:41.836><c>that,</c> excuses for it to go here, here like that, excuses for it to go here, here like that, through <00:32:42.440><c>those </c><00:32:42.890><c>70 </c><00:32:43.340><c>5 </c><00:32:43.790><c>and </c><00:32:44.240><c>macs</c> through those 70 5 and macs through those 70 5 and macs divided <00:32:45.537><c>by </c><00:32:45.994><c>315, </c><00:32:46.451><c>my, </c><00:32:46.908><c>this </c><00:32:47.365><c>is </c><00:32:47.822><c>one </c><00:32:48.279><c>that </c><00:32:48.736><c>is</c> divided by 315, my, this is one that is divided by 315, my, this is one that is not <00:32:49.632><c>ours, </c><00:32:50.314><c>his </c><00:32:50.996><c>delicate </c><00:32:51.678><c>project,</c> not ours, his delicate project, not ours, his delicate project, confused <00:32:52.100><c>about</c> confused about confused about IDA's <00:32:53.780><c>and </c><00:32:54.290><c>importance </c><00:32:54.800><c>is </c><00:32:55.310><c>ethics, </c><00:32:55.820><c>those </c><00:32:56.330><c>values,</c> IDA's and importance is ethics, those values, IDA's and importance is ethics, those values, those <00:32:56.882><c>days </c><00:32:57.104><c>not </c><00:32:57.326><c>because </c><00:32:57.548><c>this </c><00:32:57.770><c>is </c><00:32:57.992><c>that </c><00:32:58.214><c>form</c> those days not because this is that form those days not because this is that form to <00:32:59.120><c>hear </c><00:32:59.630><c>pots </c><00:33:00.140><c>there </c><00:33:00.650><c>300, </c><00:33:01.160><c>my </c><00:33:01.670><c>NASCAR,</c> to hear pots there 300, my NASCAR, to hear pots there 300, my NASCAR, you <00:33:02.630><c>must </c><00:33:02.810><c>sixty, </c><00:33:02.990><c>so </c><00:33:03.170><c>the </c><00:33:03.350><c>first </c><00:33:03.530><c>as </c><00:33:03.710><c>one </c><00:33:03.890><c>of</c> you must sixty, so the first as one of you must sixty, so the first as one of you <00:33:04.430><c>here, </c><00:33:04.790><c>sorry, </c><00:33:05.150><c>know </c><00:33:05.510><c>figure </c><00:33:05.870><c>of </c><00:33:06.230><c>the</c> you here, sorry, know figure of the you here, sorry, know figure of the galley <00:33:06.995><c>that </c><00:33:07.370><c>confused </c><00:33:07.745><c>about </c><00:33:08.120><c>Bida'</c> galley that confused about Bida' galley that confused about Bida' discreet <00:33:09.358><c>as </c><00:33:09.786><c>Daan </c><00:33:10.214><c>and </c><00:33:10.642><c>mix </c><00:33:11.070><c>over </c><00:33:11.498><c>Eiji </c><00:33:11.926><c>day</c> discreet as Daan and mix over Eiji day discreet as Daan and mix over Eiji day so <00:33:12.420><c>real </c><00:33:12.790><c>and </c><00:33:13.160><c>beautiful</c> so real and beautiful so real and beautiful although <00:33:13.825><c>Midas </c><00:33:14.130><c>is </c><00:33:14.435><c>great, </c><00:33:14.740><c>who </c><00:33:15.045><c>had </c><00:33:15.350><c>music</c> although Midas is great, who had music although Midas is great, who had music delete <00:33:16.190><c>for </c><00:33:16.610><c>Qware,</c> delete for Qware, delete for Qware, okay <00:33:17.443><c>so </c><00:33:17.826><c>in </c><00:33:18.209><c>this </c><00:33:18.592><c>case, </c><00:33:18.975><c>the </c><00:33:19.358><c>and </c><00:33:19.741><c>why </c><00:33:20.124><c>would </c><00:33:20.507><c>be</c> okay so in this case, the and why would be okay so in this case, the and why would be in <00:33:20.882><c>love, </c><00:33:21.044><c>it </c><00:33:21.206><c>would </c><00:33:21.368><c>be </c><00:33:21.530><c>increased,</c> in love, it would be increased, in love, it would be increased, and <00:33:23.390><c>DMX, </c><00:33:23.810><c>Urbie </c><00:33:24.230><c>Green </c><00:33:24.650><c>food, </c><00:33:25.070><c>or </c><00:33:25.490><c>that </c><00:33:25.910><c>in </c><00:33:26.330><c>between</c> and DMX, Urbie Green food, or that in between and DMX, Urbie Green food, or that in between and <00:33:27.416><c>white </c><00:33:27.692><c>to </c><00:33:27.968><c>be </c><00:33:28.244><c>in </c><00:33:28.520><c>my </c><00:33:28.796><c>day, </c><00:33:29.072><c>so </c><00:33:29.348><c>in </c><00:33:29.624><c>my </c><00:33:29.900><c>gosh,</c> and white to be in my day, so in my gosh, and white to be in my day, so in my gosh, I <00:33:30.363><c>was </c><00:33:30.586><c>in </c><00:33:30.809><c>my </c><00:33:31.032><c>soul, </c><00:33:31.255><c>is </c><00:33:31.478><c>to </c><00:33:31.701><c>a </c><00:33:31.924><c>boys, </c><00:33:32.147><c>there</c> I was in my soul, is to a boys, there I was in my soul, is to a boys, there two <00:33:32.750><c>haven </c><00:33:33.170><c>keys, </c><00:33:33.590><c>I </c><00:33:34.010><c>Las </c><00:33:34.430><c>Buddha </c><00:33:34.850><c>Times</c> two haven keys, I Las Buddha Times two haven keys, I Las Buddha Times The <00:33:35.636><c>Death </c><00:33:35.852><c>of </c><00:33:36.068><c>a </c><00:33:36.284><c>Rich </c><00:33:36.500><c>There</c> The Death of a Rich There The Death of a Rich There This <00:33:37.725><c>is </c><00:33:38.050><c>Bizarre </c><00:33:38.375><c>Do </c><00:33:38.700><c>You </c><00:33:39.025><c>Score </c><00:33:39.350><c>That </c><00:33:39.675><c>Toe</c> This is Bizarre Do You Score That Toe This is Bizarre Do You Score That Toe Yeah <00:33:40.528><c>That's </c><00:33:40.926><c>Cool </c><00:33:41.324><c>Okay </c><00:33:41.722><c>That </c><00:33:42.120><c>Sargon </c><00:33:42.518><c>East </c><00:33:42.916><c>And</c> Yeah That's Cool Okay That Sargon East And Yeah That's Cool Okay That Sargon East And Then <00:33:43.377><c>I </c><00:33:43.774><c>Would </c><00:33:44.171><c>Be </c><00:33:44.568><c>While </c><00:33:44.965><c>Talking </c><00:33:45.362><c>About </c><00:33:45.759><c>By</c> Then I Would Be While Talking About By Then I Would Be While Talking About By Auction <00:33:47.235><c>Or </c><00:33:47.710><c>Lose </c><00:33:48.185><c>A </c><00:33:48.660><c>Very </c><00:33:49.135><c>Berry </c><00:33:49.610><c>Toe</c> Auction Or Lose A Very Berry Toe Auction Or Lose A Very Berry Toe X-Socks <00:33:51.337><c>Is </c><00:33:51.624><c>The </c><00:33:51.911><c>Son </c><00:33:52.198><c>Who </c><00:33:52.485><c>Thousands </c><00:33:52.772><c>Well </c><00:33:53.059><c>The</c> X-Socks Is The Son Who Thousands Well The X-Socks Is The Son Who Thousands Well The Valley <00:33:53.900><c>Box </c><00:33:54.320><c>It </c><00:33:54.740><c>Is </c><00:33:55.160><c>Something </c><00:33:55.580><c>That</c> Valley Box It Is Something That Valley Box It Is Something That Okay <00:33:57.550><c>So </c><00:33:58.041><c>This </c><00:33:58.532><c>Is </c><00:33:59.023><c>And </c><00:33:59.514><c>Then </c><00:34:00.005><c>Mix </c><00:34:00.496><c>Mr </c><00:34:00.987><c>Darnay</c> Okay So This Is And Then Mix Mr Darnay Okay So This Is And Then Mix Mr Darnay Ring <00:34:01.713><c>Thing </c><00:34:01.927><c>To </c><00:34:02.141><c>Find </c><00:34:02.355><c>It </c><00:34:02.569><c>Hard </c><00:34:02.783><c>To </c><00:34:02.997><c>Find</c> Ring Thing To Find It Hard To Find Ring Thing To Find It Hard To Find Sharita Sharita Sharita So <00:34:04.139><c>By </c><00:34:04.318><c>From </c><00:34:04.497><c>CBD </c><00:34:04.676><c>Oil </c><00:34:04.855><c>Like </c><00:34:05.034><c>In </c><00:34:05.213><c>The </c><00:34:05.392><c>From</c> So By From CBD Oil Like In The From So By From CBD Oil Like In The From Games <00:34:05.864><c>Free </c><00:34:06.179><c>To </c><00:34:06.494><c>A </c><00:34:06.809><c>Title </c><00:34:07.124><c>Toe </c><00:34:07.439><c>Do </c><00:34:07.754><c>That </c><00:34:08.069><c>Now</c> Games Free To A Title Toe Do That Now Games Free To A Title Toe Do That Now Heartily <00:34:08.717><c>In </c><00:34:09.184><c>Mobile </c><00:34:09.651><c>Effects </c><00:34:10.118><c>See </c><00:34:10.585><c>You</c> Heartily In Mobile Effects See You Heartily In Mobile Effects See You Sorry <00:34:11.372><c>This </c><00:34:11.615><c>That </c><00:34:11.858><c>Time </c><00:34:12.101><c>This </c><00:34:12.344><c>Was </c><00:34:12.587><c>A </c><00:34:12.830><c>Very </c><00:34:13.073><c>On</c> Sorry This That Time This Was A Very On Sorry This That Time This Was A Very On POM <00:34:14.069><c>3rd</c> POM 3rd POM 3rd Even <00:34:16.004><c>Your </c><00:34:16.349><c>Bol </c><00:34:16.694><c>Ebon </c><00:34:17.039><c>Free </c><00:34:17.384><c>To </c><00:34:17.729><c>In </c><00:34:18.074><c>Title </c><00:34:18.419><c>Point</c> Even Your Bol Ebon Free To In Title Point Even Your Bol Ebon Free To In Title Point Created <00:34:19.139><c>To </c><00:34:19.468><c>Be </c><00:34:19.797><c>Something </c><00:34:20.126><c>Mr</c> Created To Be Something Mr Created To Be Something Mr Close <00:34:21.162><c>To </c><00:34:21.594><c>You </c><00:34:22.026><c>By </c><00:34:22.458><c>Free </c><00:34:22.890><c>Between </c><00:34:23.322><c>Point </c><00:34:23.754><c>5</c> Close To You By Free Between Point 5 Close To You By Free Between Point 5 Series <00:34:24.209><c>Of </c><00:34:24.509><c>Points </c><00:34:24.809><c>Xfire </c><00:34:25.109><c>Pair</c> Series Of Points Xfire Pair Series Of Points Xfire Pair Interpolation <00:34:25.709><c>Your </c><00:34:26.039><c>I </c><00:34:26.369><c>Think </c><00:34:26.699><c>The </c><00:34:27.029><c>Validate</c> Interpolation Your I Think The Validate Interpolation Your I Think The Validate Ruby <00:34:27.884><c>Yeah </c><00:34:28.199><c>Oh </c><00:34:28.514><c>Butt </c><00:34:28.829><c>5 </c><00:34:29.144><c>5 </c><00:34:29.459><c>So </c><00:34:29.774><c>How </c><00:34:30.089><c>They</c> Ruby Yeah Oh Butt 5 5 So How They Ruby Yeah Oh Butt 5 5 So How They Pita <00:34:31.192><c>So </c><00:34:31.515><c>They </c><00:34:31.838><c>Left </c><00:34:32.161><c>Is </c><00:34:32.484><c>Point </c><00:34:32.807><c>5 </c><00:34:33.130><c>5 </c><00:34:33.453><c>Of </c><00:34:33.776><c>The</c> Pita So They Left Is Point 5 5 Of The Pita So They Left Is Point 5 5 Of The Dam <00:34:34.086><c>The </c><00:34:34.303><c>Radio </c><00:34:34.520><c>Is </c><00:34:34.737><c>The </c><00:34:34.954><c>B&B </c><00:34:35.171><c>The </c><00:34:35.388><c>Passion </c><00:34:35.605><c>For</c> Dam The Radio Is The B&B The Passion For Dam The Radio Is The B&B The Passion For Compulsion Something Like Compulsion Something Like Compulsion Something Like That <00:34:37.060><c>And </c><00:34:37.521><c>Lay </c><00:34:37.982><c>There </c><00:34:38.443><c>It </c><00:34:38.904><c>Was </c><00:34:39.365><c>War </c><00:34:39.826><c>On </c><00:34:40.287><c>Drugs</c> That And Lay There It Was War On Drugs That And Lay There It Was War On Drugs Chris <00:34:40.989><c>Thienpondt </c><00:34:41.359><c>For </c><00:34:41.729><c>Care </c><00:34:42.099><c>In </c><00:34:42.469><c>Took </c><00:34:42.839><c>The</c> Chris Thienpondt For Care In Took The Chris Thienpondt For Care In Took The Problem <00:34:43.304><c>Is </c><00:34:43.588><c>Changing</c> Problem Is Changing Problem Is Changing Plan <00:34:45.239><c>Where </c><00:34:45.599><c>Action </c><00:34:45.959><c>Is </c><00:34:46.319><c>A </c><00:34:46.679><c>Moment </c><00:34:47.039><c>And </c><00:34:47.399><c>Mac</c> Plan Where Action Is A Moment And Mac Plan Where Action Is A Moment And Mac Are <00:34:47.944><c>And </c><00:34:48.309><c>Heats </c><00:34:48.674><c>oil, </c><00:34:49.039><c>your </c><00:34:49.404><c>action </c><00:34:49.769><c>and</c> Are And Heats oil, your action and Are And Heats oil, your action and moment, <00:34:50.081><c>but </c><00:34:50.303><c>in </c><00:34:50.525><c>this </c><00:34:50.747><c>case, </c><00:34:50.969><c>it </c><00:34:51.191><c>would </c><00:34:51.413><c>be</c> moment, but in this case, it would be moment, but in this case, it would be where <00:34:52.209><c>you </c><00:34:52.549><c>are, </c><00:34:52.889><c>so </c><00:34:53.229><c>cm </c><00:34:53.569><c>x </c><00:34:53.909><c>is </c><00:34:54.249><c>lime, </c><00:34:54.589><c>and </c><00:34:54.929><c>then</c> where you are, so cm x is lime, and then where you are, so cm x is lime, and then who <00:34:55.384><c>her </c><00:34:55.659><c>in </c><00:34:55.934><c>my </c><00:34:56.209><c>there </c><00:34:56.484><c>switches </c><00:34:56.759><c>warm</c> who her in my there switches warm who her in my there switches warm Christine <00:34:57.347><c>in, </c><00:34:57.664><c>is </c><00:34:57.981><c>the </c><00:34:58.298><c>goal </c><00:34:58.615><c>ethics </c><00:34:58.932><c>him </c><00:34:59.249><c>the</c> Christine in, is the goal ethics him the Christine in, is the goal ethics him the meter, <00:35:00.464><c>okay, </c><00:35:00.809><c>will </c><00:35:01.154><c>this </c><00:35:01.499><c>be </c><00:35:01.844><c>a </c><00:35:02.189><c>new</c> meter, okay, will this be a new meter, okay, will this be a new problem <00:35:02.515><c>after </c><00:35:02.720><c>it </c><00:35:02.925><c>is </c><00:35:03.130><c>the </c><00:35:03.335><c>problem </c><00:35:03.540><c>on</c> problem after it is the problem on problem after it is the problem on your <00:35:03.900><c>action,</c> your action, your action, and <00:35:04.997><c>we </c><00:35:05.314><c>have </c><00:35:05.631><c>a </c><00:35:05.948><c>beautiful </c><00:35:06.265><c>day </c><00:35:06.582><c>here, </c><00:35:06.899><c>because</c> and we have a beautiful day here, because and we have a beautiful day here, because youth <00:35:07.474><c>team </c><00:35:07.839><c>point </c><00:35:08.204><c>for </c><00:35:08.569><c>diocese </c><00:35:08.934><c>moment </c><00:35:09.299><c>there</c> youth team point for diocese moment there youth team point for diocese moment there fall <00:35:10.005><c>in </c><00:35:10.560><c>Mexico, </c><00:35:11.115><c>both </c><00:35:11.670><c>you </c><00:35:12.225><c>hard </c><00:35:12.780><c>to </c><00:35:13.335><c>go, </c><00:35:13.890><c>very</c> fall in Mexico, both you hard to go, very fall in Mexico, both you hard to go, very enthusiastic <00:35:14.723><c>role </c><00:35:15.256><c>to </c><00:35:15.789><c>your </c><00:35:16.322><c>action, </c><00:35:16.855><c>a</c> enthusiastic role to your action, a enthusiastic role to your action, a moment moment moment they <00:35:18.677><c>won, </c><00:35:19.204><c>the </c><00:35:19.731><c>gentleman </c><00:35:20.258><c>is </c><00:35:20.785><c>Ebola, </c><00:35:21.312><c>real </c><00:35:21.839><c>social</c> they won, the gentleman is Ebola, real social they won, the gentleman is Ebola, real social warm <00:35:22.923><c>UBS </c><00:35:23.346><c>young, </c><00:35:23.769><c>the </c><00:35:24.192><c>ice </c><00:35:24.615><c>patch </c><00:35:25.038><c>and </c><00:35:25.461><c>are </c><00:35:25.884><c>thick</c> warm UBS young, the ice patch and are thick warm UBS young, the ice patch and are thick normal <00:35:26.699><c>UBS, </c><00:35:27.059><c>yeah, </c><00:35:27.419><c>baby,</c> normal UBS, yeah, baby, normal UBS, yeah, baby, okay, <00:35:28.920><c>login, </c><00:35:29.640><c>and </c><00:35:30.360><c>Leonie, </c><00:35:31.080><c>action </c><00:35:31.800><c>and </c><00:35:32.520><c>game</c> okay, login, and Leonie, action and game okay, login, and Leonie, action and game stick <00:35:33.195><c>with </c><00:35:33.541><c>a, </c><00:35:33.887><c>how </c><00:35:34.233><c>far </c><00:35:34.579><c>I </c><00:35:34.925><c>la </c><00:35:35.271><c>from </c><00:35:35.617><c>moment </c><00:35:35.963><c>that</c> stick with a, how far I la from moment that stick with a, how far I la from moment that moment <00:35:36.656><c>said, </c><00:35:37.042><c>this </c><00:35:37.428><c>is </c><00:35:37.814><c>mountain </c><00:35:38.200><c>bosom </c><00:35:38.586><c>occasionally, </c><00:35:38.972><c>that </c><00:35:39.358><c>to</c> moment said, this is mountain bosom occasionally, that to moment said, this is mountain bosom occasionally, that to we, <00:35:39.834><c>they </c><00:35:40.158><c>really </c><00:35:40.482><c>have </c><00:35:40.806><c>no </c><00:35:41.130><c>diploma</c> we, they really have no diploma we, they really have no diploma Wibi, <00:35:42.045><c>that </c><00:35:42.390><c>beer </c><00:35:42.735><c>and </c><00:35:43.080><c>11 </c><00:35:43.425><c>for </c><00:35:43.770><c>which </c><00:35:44.115><c>they, </c><00:35:44.460><c>your</c> Wibi, that beer and 11 for which they, your Wibi, that beer and 11 for which they, your action, <00:35:45.158><c>and </c><00:35:45.586><c>the </c><00:35:46.014><c>furthest </c><00:35:46.442><c>star </c><00:35:46.870><c>here </c><00:35:47.298><c>in </c><00:35:47.726><c>CBS,</c> action, and the furthest star here in CBS, action, and the furthest star here in CBS, kind <00:35:48.851><c>is </c><00:35:49.282><c>to </c><00:35:49.713><c>me </c><00:35:50.144><c>637 </c><00:35:50.575><c>car </c><00:35:51.006><c>and </c><00:35:51.437><c>how </c><00:35:51.868><c>often</c> kind is to me 637 car and how often kind is to me 637 car and how often ensure <00:35:52.410><c>your </c><00:35:52.770><c>game,</c> ensure your game, ensure your game, okay, <00:35:54.952><c>here, </c><00:35:55.805><c>so </c><00:35:56.658><c>insisted, </c><00:35:57.511><c>who </c><00:35:58.364><c>sits </c><00:35:59.217><c>here, </c><00:36:00.070><c>who </c><00:36:00.923><c>is </c><00:36:01.776><c>there,</c> okay, here, so insisted, who sits here, who is there, okay, here, so insisted, who sits here, who is there, Polly, Polly, Polly, yes, <00:36:04.389><c>and </c><00:36:04.749><c>where </c><00:36:05.109><c>everything </c><00:36:05.469><c>in </c><00:36:05.829><c>sex, </c><00:36:06.189><c>Derksen's, </c><00:36:06.549><c>is</c> yes, and where everything in sex, Derksen's, is yes, and where everything in sex, Derksen's, is my <00:36:06.910><c>baby,</c> my baby, my baby, and <00:36:07.906><c>yes, </c><00:36:08.453><c>we, </c><00:36:09.000><c>new </c><00:36:09.547><c>age,</c> and yes, we, new age, and yes, we, new age, it <00:36:10.599><c>would </c><00:36:10.839><c>be, </c><00:36:11.079><c>they </c><00:36:11.319><c>vertical </c><00:36:11.559><c>safe </c><00:36:11.799><c>zones,</c> it would be, they vertical safe zones, it would be, they vertical safe zones, that <00:36:12.452><c>is, </c><00:36:12.684><c>horizon </c><00:36:12.916><c>can </c><00:36:13.148><c>vario</c> that is, horizon can vario that is, horizon can vario Inch <00:36:14.006><c>is </c><00:36:14.233><c>the </c><00:36:14.460><c>much </c><00:36:14.687><c>Kemp </c><00:36:14.914><c>Berry </c><00:36:15.141><c>Alloc </c><00:36:15.368><c>where</c> Inch is the much Kemp Berry Alloc where Inch is the much Kemp Berry Alloc where according <00:36:15.939><c>to </c><00:36:16.208><c>Sony </c><00:36:16.477><c>Action </c><00:36:16.746><c>and </c><00:36:17.015><c>no </c><00:36:17.284><c>advantage </c><00:36:17.553><c>in</c> according to Sony Action and no advantage in according to Sony Action and no advantage in Excel <00:36:17.974><c>be </c><00:36:18.359><c>hard </c><00:36:18.744><c>to </c><00:36:19.129><c>stick </c><00:36:19.514><c>with </c><00:36:19.899><c>a </c><00:36:20.284><c>how</c> Excel be hard to stick with a how Excel be hard to stick with a how she <00:36:20.959><c>says </c><00:36:21.268><c>apps </c><00:36:21.577><c>is </c><00:36:21.886><c>to </c><00:36:22.195><c>your </c><00:36:22.504><c>devices</c> she says apps is to your devices she says apps is to your devices yes <00:36:23.586><c>moment </c><00:36:24.032><c>and </c><00:36:24.478><c>yes </c><00:36:24.924><c>that </c><00:36:25.370><c>one </c><00:36:25.816><c>is </c><00:36:26.262><c>young </c><00:36:26.708><c>to</c> yes moment and yes that one is young to yes moment and yes that one is young to allow <00:36:27.229><c>connection </c><00:36:27.419><c>ready </c><00:36:27.609><c>to </c><00:36:27.799><c>so </c><00:36:27.989><c>she </c><00:36:28.179><c>it</c> allow connection ready to so she it allow connection ready to so she it you <00:36:29.144><c>in </c><00:36:29.568><c>this </c><00:36:29.992><c>case </c><00:36:30.416><c>is </c><00:36:30.840><c>300 </c><00:36:31.264><c>yes</c> you in this case is 300 yes you in this case is 300 yes be <00:36:33.199><c>in </c><00:36:33.599><c>series </c><00:36:33.999><c>handshake </c><00:36:34.399><c>Christie </c><00:36:34.799><c>so </c><00:36:35.199><c>actions</c> be in series handshake Christie so actions be in series handshake Christie so actions got <00:36:35.990><c>other </c><00:36:36.330><c>outside </c><00:36:36.670><c>are </c><00:36:37.010><c>beautiful </c><00:36:37.350><c>that </c><00:36:37.690><c>is</c> got other outside are beautiful that is got other outside are beautiful that is three <00:36:38.740><c>handy </c><00:36:39.100><c>tips </c><00:36:39.460><c>that </c><00:36:39.820><c>so </c><00:36:40.180><c>close </c><00:36:40.540><c>weekend </c><00:36:40.900><c>in</c> three handy tips that so close weekend in three handy tips that so close weekend in the <00:36:41.307><c>radio </c><00:36:41.535><c>1 </c><00:36:41.763><c>over </c><00:36:41.991><c>the </c><00:36:42.219><c>edge</c> the radio 1 over the edge the radio 1 over the edge WBSV <00:36:43.375><c>other </c><00:36:43.850><c>fifty </c><00:36:44.325><c>object </c><00:36:44.800><c>Rian </c><00:36:45.275><c>pressure</c> WBSV other fifty object Rian pressure WBSV other fifty object Rian pressure you <00:36:46.402><c>was </c><00:36:46.834><c>rather </c><00:36:47.266><c>a </c><00:36:47.698><c>point </c><00:36:48.130><c>for</c> you was rather a point for you was rather a point for and <00:36:49.670><c>me </c><00:36:49.981><c>about </c><00:36:50.292><c>beer </c><00:36:50.603><c>square </c><00:36:50.914><c>and </c><00:36:51.225><c>here </c><00:36:51.536><c>she </c><00:36:51.847><c>that</c> and me about beer square and here she that and me about beer square and here she that is <00:36:52.456><c>300 </c><00:36:52.942><c>and </c><00:36:53.428><c>she </c><00:36:53.914><c>edge </c><00:36:54.400><c>who </c><00:36:54.886><c>s300 </c><00:36:55.372><c>fifty </c><00:36:55.858><c>and </c><00:36:56.344><c>the</c> is 300 and she edge who s300 fifty and the is 300 and she edge who s300 fifty and the action <00:36:56.821><c>they </c><00:36:57.083><c>were </c><00:36:57.345><c>what </c><00:36:57.607><c>coriander</c> action they were what coriander action they were what coriander square <00:36:58.617><c>okay </c><00:36:58.935><c>so </c><00:36:59.253><c>if </c><00:36:59.571><c>you </c><00:36:59.889><c>win </c><00:37:00.207><c>views </c><00:37:00.525><c>animals </c><00:37:00.843><c>you</c> square okay so if you win views animals you square okay so if you win views animals you will <00:37:01.471><c>have </c><00:37:01.643><c>long </c><00:37:01.815><c>we </c><00:37:01.987><c>now </c><00:37:02.159><c>what </c><00:37:02.331><c>then </c><00:37:02.503><c>really </c><00:37:02.675><c>crazy</c> will have long we now what then really crazy will have long we now what then really crazy your your your solution <00:37:04.190><c>that </c><00:37:04.651><c>over </c><00:37:05.112><c>Ash </c><00:37:05.573><c>okay </c><00:37:06.034><c>that </c><00:37:06.495><c>is </c><00:37:06.956><c>6 </c><00:37:07.417><c>so</c> solution that over Ash okay that is 6 so solution that over Ash okay that is 6 so people <00:37:07.899><c>here </c><00:37:08.168><c>and </c><00:37:08.437><c>the </c><00:37:08.706><c>and </c><00:37:08.975><c>give </c><00:37:09.244><c>got </c><00:37:09.513><c>other</c> people here and the and give got other people here and the and give got other kind <00:37:10.050><c>would </c><00:37:10.251><c>be </c><00:37:10.452><c>to </c><00:37:10.653><c>hands </c><00:37:10.854><c>record </c><00:37:11.055><c>that </c><00:37:11.256><c>waiter</c> kind would be to hands record that waiter kind would be to hands record that waiter free <00:37:12.151><c>hands </c><00:37:12.382><c>this </c><00:37:12.613><c>is </c><00:37:12.844><c>if </c><00:37:13.075><c>there </c><00:37:13.306><c>vanilla </c><00:37:13.537><c>also</c> free hands this is if there vanilla also free hands this is if there vanilla also pointee <00:37:14.007><c>and </c><00:37:14.384><c>with </c><00:37:14.761><c>this </c><00:37:15.138><c>the </c><00:37:15.515><c>social</c> pointee and with this the social pointee and with this the social codes <00:37:16.609><c>Arthur </c><00:37:17.038><c>of </c><00:37:17.467><c>that </c><00:37:17.896><c>there </c><00:37:18.325><c>in </c><00:37:18.754><c>foursome</c> codes Arthur of that there in foursome codes Arthur of that there in foursome entrance <00:37:19.359><c>should </c><00:37:19.629><c>be </c><00:37:19.899><c>two </c><00:37:20.169><c>points </c><00:37:20.439><c>x</c> entrance should be two points x entrance should be two points x because <00:37:21.016><c>who </c><00:37:21.263><c>finds </c><00:37:21.510><c>it </c><00:37:21.757><c>on </c><00:37:22.004><c>us </c><00:37:22.251><c>I </c><00:37:22.498><c>drag </c><00:37:22.745><c>my</c> because who finds it on us I drag my because who finds it on us I drag my be <00:37:23.150><c>able </c><00:37:23.431><c>to </c><00:37:23.712><c>the </c><00:37:23.993><c>trip </c><00:37:24.274><c>where </c><00:37:24.555><c>in </c><00:37:24.836><c>this </c><00:37:25.117><c>case</c> be able to the trip where in this case be able to the trip where in this case mychoice <00:37:25.929><c>to </c><00:37:26.589><c>16 </c><00:37:27.249><c>Quinty </c><00:37:27.909><c>of </c><00:37:28.569><c>okay, </c><00:37:29.229><c>so</c> mychoice to 16 Quinty of okay, so mychoice to 16 Quinty of okay, so 16 <00:37:29.924><c>twenty-five </c><00:37:30.379><c>will </c><00:37:30.834><c>be </c><00:37:31.289><c>divided </c><00:37:31.744><c>into </c><00:37:32.199><c>a</c> 16 twenty-five will be divided into a 16 twenty-five will be divided into a half <00:37:32.821><c>in </c><00:37:33.262><c>this </c><00:37:33.703><c>direction, </c><00:37:34.144><c>here </c><00:37:34.585><c>are </c><00:37:35.026><c>three </c><00:37:35.467><c>bases</c> half in this direction, here are three bases half in this direction, here are three bases here, <00:37:35.964><c>and </c><00:37:36.218><c>tribal,</c> here, and tribal, here, and tribal, and <00:37:37.569><c>as </c><00:37:37.748><c>all </c><00:37:37.927><c>work, </c><00:37:38.106><c>its </c><00:37:38.285><c>grip </c><00:37:38.464><c>base </c><00:37:38.643><c>from </c><00:37:38.822><c>the, </c><00:37:39.001><c>it</c> and as all work, its grip base from the, it and as all work, its grip base from the, it was <00:37:39.639><c>also </c><00:37:40.029><c>a </c><00:37:40.419><c>moment, </c><00:37:40.809><c>create </c><00:37:41.199><c>base </c><00:37:41.589><c>from </c><00:37:41.979><c>the,</c> was also a moment, create base from the, was also a moment, create base from the, at <00:37:42.474><c>such </c><00:37:42.729><c>a </c><00:37:42.984><c>moment </c><00:37:43.239><c>you </c><00:37:43.494><c>will </c><00:37:43.749><c>skin </c><00:37:44.004><c>jury </c><00:37:44.259><c>here</c> at such a moment you will skin jury here at such a moment you will skin jury here and <00:37:44.610><c>PR, </c><00:37:44.810><c>because </c><00:37:45.010><c>there </c><00:37:45.210><c>is </c><00:37:45.410><c>a </c><00:37:45.610><c>site </c><00:37:45.810><c>and </c><00:37:46.010><c>this </c><00:37:46.210><c>shirt</c> and PR, because there is a site and this shirt and PR, because there is a site and this shirt sites <00:37:47.310><c>and </c><00:37:47.541><c>opinions, </c><00:37:47.772><c>number, </c><00:37:48.003><c>the </c><00:37:48.234><c>last </c><00:37:48.465><c>thing </c><00:37:48.696><c>to</c> sites and opinions, number, the last thing to sites and opinions, number, the last thing to do <00:37:48.992><c>is </c><00:37:49.225><c>to </c><00:37:49.458><c>a </c><00:37:49.691><c>child </c><00:37:49.924><c>or </c><00:37:50.157><c>a, </c><00:37:50.390><c>they </c><00:37:50.623><c>left </c><00:37:50.856><c>left</c> do is to a child or a, they left left do is to a child or a, they left left of <00:37:52.167><c>biza, </c><00:37:52.634><c>worthless, </c><00:37:53.101><c>bigger </c><00:37:53.568><c>than </c><00:37:54.035><c>8</c> of biza, worthless, bigger than 8 of biza, worthless, bigger than 8 milliliters, <00:37:54.837><c>sits </c><00:37:55.335><c>milliliter, </c><00:37:55.833><c>mother </c><00:37:56.331><c>and </c><00:37:56.829><c>sister</c> milliliters, sits milliliter, mother and sister milliliters, sits milliliter, mother and sister designing, <00:37:57.429><c>a </c><00:37:57.698><c>tool </c><00:37:57.967><c>that </c><00:37:58.236><c>wants </c><00:37:58.505><c>to</c> designing, a tool that wants to designing, a tool that wants to move, <00:37:59.229><c>think </c><00:37:59.679><c>that </c><00:38:00.129><c>oh </c><00:38:00.579><c>yeah,</c> move, think that oh yeah, move, think that oh yeah, Molenstraat <00:38:01.926><c>26 </c><00:38:02.402><c>times </c><00:38:02.878><c>2015, </c><00:38:03.354><c>in </c><00:38:03.830><c>terms </c><00:38:04.306><c>of </c><00:38:04.782><c>300 </c><00:38:05.258><c>min,</c> Molenstraat 26 times 2015, in terms of 300 min, Molenstraat 26 times 2015, in terms of 300 min, not <00:38:05.780><c>that </c><00:38:06.030><c>that </c><00:38:06.280><c>narrow </c><00:38:06.530><c>Corsica </c><00:38:06.780><c>and </c><00:38:07.030><c>two</c> not that that narrow Corsica and two not that that narrow Corsica and two other <00:38:07.672><c>kinds </c><00:38:07.894><c>of </c><00:38:08.116><c>their </c><00:38:08.338><c>voters </c><00:38:08.560><c>in </c><00:38:08.782><c>video, </c><00:38:09.004><c>so</c> other kinds of their voters in video, so other kinds of their voters in video, so year <00:38:09.670><c>losing,</c> year losing, year losing, we <00:38:10.664><c>would </c><00:38:10.968><c>use </c><00:38:11.272><c>a </c><00:38:11.576><c>rate, </c><00:38:11.880><c>is </c><00:38:12.184><c>this </c><00:38:12.488><c>destrée,</c> we would use a rate, is this destrée, we would use a rate, is this destrée, other <00:38:13.180><c>means, </c><00:38:13.510><c>not </c><00:38:13.840><c>very </c><00:38:14.170><c>to </c><00:38:14.500><c>center,</c> other means, not very to center, other means, not very to center, teachers <00:38:15.090><c>and </c><00:38:15.350><c>the </c><00:38:15.610><c>laugh </c><00:38:15.870><c>in, </c><00:38:16.130><c>the </c><00:38:16.390><c>to </c><00:38:16.650><c>do </c><00:38:16.910><c>is </c><00:38:17.170><c>to</c> teachers and the laugh in, the to do is to teachers and the laugh in, the to do is to make <00:38:17.685><c>a </c><00:38:18.050><c>cross-sectional </c><00:38:18.415><c>Allah </c><00:38:18.780><c>and </c><00:38:19.145><c>chose </c><00:38:19.510><c>there</c> make a cross-sectional Allah and chose there make a cross-sectional Allah and chose there in <00:38:20.135><c>earwax, </c><00:38:20.370><c>so </c><00:38:20.605><c>this </c><00:38:20.840><c>is </c><00:38:21.075><c>that </c><00:38:21.310><c>palm </c><00:38:21.545><c>here,</c> in earwax, so this is that palm here, in earwax, so this is that palm here, three <00:38:22.090><c>other </c><00:38:22.390><c>fifty</c> three other fifty three other fifty pain, <00:38:24.144><c>Leandre, </c><00:38:24.618><c>and </c><00:38:25.092><c>your </c><00:38:25.566><c>skin </c><00:38:26.040><c>visible,</c> pain, Leandre, and your skin visible, pain, Leandre, and your skin visible, so <00:38:27.461><c>who </c><00:38:27.813><c>her </c><00:38:28.165><c>free </c><00:38:28.517><c>here </c><00:38:28.869><c>from </c><00:38:29.221><c>the </c><00:38:29.573><c>person</c> so who her free here from the person so who her free here from the person size <00:38:30.378><c>3 </c><00:38:30.816><c>from </c><00:38:31.254><c>the </c><00:38:31.692><c>compressor </c><00:38:32.130><c>science,</c> size 3 from the compressor science, size 3 from the compressor science, then <00:38:32.631><c>16 </c><00:38:32.982><c>pi </c><00:38:33.333><c>5 </c><00:38:33.684><c>and </c><00:38:34.035><c>that </c><00:38:34.386><c>is </c><00:38:34.737><c>already</c> then 16 pi 5 and that is already then 16 pi 5 and that is already left, <00:38:35.711><c>why </c><00:38:35.962><c>we </c><00:38:36.213><c>this </c><00:38:36.464><c>net </c><00:38:36.715><c>out </c><00:38:36.966><c>to </c><00:38:37.217><c>all </c><00:38:37.468><c>so</c> left, why we this net out to all so left, why we this net out to all so link <00:38:37.854><c>here </c><00:38:38.119><c>that </c><00:38:38.384><c>our </c><00:38:38.649><c>spirit </c><00:38:38.914><c>and </c><00:38:39.179><c>sponge </c><00:38:39.444><c>and</c> link here that our spirit and sponge and link here that our spirit and sponge and online <00:38:40.080><c>teacher </c><00:38:40.500><c>interest </c><00:38:40.920><c>is </c><00:38:41.340><c>that </c><00:38:41.760><c>man</c> online teacher interest is that man online teacher interest is that man handshake <00:38:42.299><c>fifty </c><00:38:42.658><c>sol'ar </c><00:38:43.017><c>and </c><00:38:43.376><c>louwet </c><00:38:43.735><c>just </c><00:38:44.094><c>out</c> handshake fifty sol'ar and louwet just out handshake fifty sol'ar and louwet just out and <00:38:44.756><c>I </c><00:38:45.112><c>there </c><00:38:45.468><c>spray</c> and I there spray and I there spray this <00:38:47.016><c>is </c><00:38:47.413><c>the </c><00:38:47.810><c>and </c><00:38:48.207><c>do </c><00:38:48.604><c>this </c><00:38:49.001><c>lecture </c><00:38:49.398><c>a </c><00:38:49.795><c>hope</c> this is the and do this lecture a hope this is the and do this lecture a hope that <00:38:50.519><c>your </c><00:38:51.058><c>other </c><00:38:51.597><c>are</c> that your other are that your other are towards <00:38:53.197><c>Catholic </c><00:38:53.654><c>kind </c><00:38:54.111><c>Gollum </c><00:38:54.568><c>quickly</c> towards Catholic kind Gollum quickly towards Catholic kind Gollum quickly Euphrasius Euphrasius Euphrasius anyway <00:38:57.026><c>not </c><00:38:57.292><c>in </c><00:38:57.558><c>the </c><00:38:57.824><c>in </c><00:38:58.090><c>Congo </c><00:38:58.356><c>and </c><00:38:58.622><c>check </c><00:38:58.888><c>my</c> anyway not in the in Congo and check my anyway not in the in Congo and check my way <00:38:59.889><c>to </c><00:39:00.199><c>thank </c><00:39:00.509><c>you </c><00:39:00.819><c>and </c><00:39:01.129><c>see </c><00:39:01.439><c>you </c><00:39:01.749><c>in </c><00:39:02.059><c>a </c><00:39:02.369><c>Panini</c> way to thank you and see you in a Panini way to thank you and see you in a Panini video video video debate
25	NI1N1kVfRiA	Foundations (Part 1) - Design of reinforced concrete footings.	https://www.youtube.com/watch?v=NI1N1kVfRiA	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
26	oCJEPzBqO3E	Foundations (Part 2): Pad Footings under Axial Load - Design of reinforced concrete footings.	https://www.youtube.com/watch?v=oCJEPzBqO3E	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
27	m_ITdRW-wYI	How to Design Pad Footings under Eccentric Loading (N and M)? Design of reinforced concrete footings	https://www.youtube.com/watch?v=m_ITdRW-wYI	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
29	KB2FXHb5Vck	Design of Reinforced Concrete Stairs	https://www.youtube.com/watch?v=KB2FXHb5Vck	Design_of_Reinforced_Concrete_Beams_Part_1.en.vtt	Hi,<00:00:01.680><c> good</c><00:00:01.760><c> morning</c><00:00:02.080><c> everyone.</c><00:00:02.879><c> Uh</c><00:00:03.280><c> welcome</c> Hi, good morning everyone. Uh welcome Hi, good morning everyone. Uh welcome again<00:00:03.840><c> to</c><00:00:04.400><c> uh</c><00:00:04.560><c> a</c><00:00:04.799><c> new</c><00:00:05.040><c> video</c><00:00:05.359><c> about</c><00:00:06.080><c> uh</c> again to uh a new video about uh again to uh a new video about uh reinforced<00:00:06.960><c> concrete</c><00:00:07.680><c> design.</c><00:00:08.320><c> Uh</c><00:00:08.639><c> I</c><00:00:08.880><c> am</c><00:00:08.960><c> Dr.</c> reinforced concrete design. Uh I am Dr. reinforced concrete design. Uh I am Dr. Sharif<00:00:09.679><c> Jamal</c><00:00:10.160><c> and</c><00:00:10.480><c> today</c><00:00:10.800><c> I'm</c><00:00:11.120><c> going</c><00:00:11.280><c> to</c><00:00:12.320><c> uh</c> Sharif Jamal and today I'm going to uh Sharif Jamal and today I'm going to uh give<00:00:12.719><c> you</c><00:00:12.800><c> a</c><00:00:13.040><c> video</c><00:00:13.280><c> about</c><00:00:13.840><c> design</c><00:00:14.240><c> of</c> give you a video about design of give you a video about design of reinforced<00:00:15.120><c> concrete</c><00:00:16.160><c> beams.</c><00:00:16.640><c> This</c><00:00:16.880><c> will</c> reinforced concrete beams. This will reinforced concrete beams. This will include<00:00:17.680><c> part</c><00:00:18.080><c> one</c><00:00:19.039><c> and</c><00:00:19.119><c> it</c><00:00:19.279><c> will</c><00:00:19.439><c> be</c> include part one and it will be include part one and it will be introduction<00:00:20.320><c> about</c><00:00:21.279><c> the</c><00:00:21.680><c> design</c><00:00:22.000><c> of</c><00:00:22.240><c> beams</c> introduction about the design of beams introduction about the design of beams and<00:00:23.519><c> all</c><00:00:23.840><c> requirements</c><00:00:24.560><c> and</c><00:00:24.960><c> checks</c><00:00:25.519><c> that</c><00:00:25.760><c> you</c> and all requirements and checks that you and all requirements and checks that you need<00:00:26.160><c> to</c><00:00:26.480><c> follow</c><00:00:26.720><c> to</c><00:00:26.960><c> design</c><00:00:27.920><c> reinforced</c> need to follow to design reinforced need to follow to design reinforced complete<00:00:28.960><c> beams.</c> complete beams. complete beams. First<00:00:30.320><c> of</c><00:00:30.560><c> all,</c><00:00:30.800><c> let's</c><00:00:31.359><c> talk</c><00:00:31.599><c> about</c><00:00:31.920><c> different</c> First of all, let's talk about different First of all, let's talk about different types<00:00:32.559><c> of</c><00:00:32.719><c> beams</c><00:00:33.040><c> that</c><00:00:33.200><c> you</c><00:00:33.360><c> may</c><00:00:33.600><c> see.</c><00:00:34.559><c> You</c><00:00:34.800><c> may</c> types of beams that you may see. You may types of beams that you may see. You may see<00:00:35.200><c> simply</c><00:00:35.600><c> supported</c><00:00:36.000><c> beams</c><00:00:36.320><c> when</c><00:00:36.559><c> you</c><00:00:36.719><c> have</c> see simply supported beams when you have see simply supported beams when you have only<00:00:37.120><c> one</c><00:00:37.440><c> span.</c><00:00:38.559><c> Uh</c><00:00:38.800><c> it</c><00:00:38.960><c> could</c><00:00:39.120><c> be</c><00:00:39.280><c> like</c> only one span. Uh it could be like only one span. Uh it could be like simply<00:00:40.000><c> supported</c><00:00:40.480><c> like</c><00:00:40.719><c> this</c><00:00:40.879><c> one</c><00:00:41.040><c> or</c> simply supported like this one or simply supported like this one or sometimes<00:00:41.680><c> it</c><00:00:41.920><c> could</c><00:00:42.000><c> be</c><00:00:42.160><c> also</c><00:00:42.399><c> fixed</c><00:00:42.879><c> on</c> sometimes it could be also fixed on sometimes it could be also fixed on ends.<00:00:43.440><c> In</c><00:00:43.680><c> this</c><00:00:43.840><c> case,</c><00:00:44.000><c> it</c><00:00:44.160><c> is</c><00:00:44.320><c> easy</c><00:00:44.480><c> to</c><00:00:44.640><c> find</c> ends. In this case, it is easy to find ends. In this case, it is easy to find the<00:00:45.040><c> bending</c><00:00:45.440><c> moment</c><00:00:45.840><c> and</c><00:00:46.160><c> design</c><00:00:47.120><c> for</c> the bending moment and design for the bending moment and design for reinforcement<00:00:48.079><c> in</c><00:00:48.320><c> this</c><00:00:48.480><c> type.</c><00:00:48.719><c> So</c><00:00:48.879><c> the</c> reinforcement in this type. So the reinforcement in this type. So the structure<00:00:49.360><c> analysis</c><00:00:49.760><c> of</c><00:00:49.920><c> the</c><00:00:50.399><c> support</c><00:00:50.719><c> is</c> structure analysis of the support is structure analysis of the support is easier<00:00:51.360><c> one.</c><00:00:52.320><c> Then</c><00:00:52.640><c> you</c><00:00:52.879><c> may</c><00:00:53.039><c> also</c><00:00:53.360><c> see</c><00:00:54.480><c> uh</c><00:00:54.640><c> a</c> easier one. Then you may also see uh a easier one. Then you may also see uh a continuous<00:00:55.760><c> beam</c><00:00:56.160><c> of</c><00:00:56.480><c> two</c><00:00:56.879><c> or</c><00:00:57.199><c> three</c><00:00:57.440><c> or</c><00:00:57.760><c> more</c> continuous beam of two or three or more continuous beam of two or three or more spans.<00:00:58.559><c> As</c><00:00:58.719><c> you</c><00:00:58.879><c> can</c><00:00:59.039><c> see</c><00:00:59.199><c> in</c><00:00:59.440><c> this</c><00:00:59.600><c> case,</c> spans. As you can see in this case, spans. As you can see in this case, usually<00:01:00.239><c> this</c><00:01:00.559><c> type</c><00:01:00.719><c> of</c><00:01:00.960><c> structure</c><00:01:01.359><c> is</c> usually this type of structure is usually this type of structure is indetermined<00:01:02.399><c> structures</c><00:01:03.440><c> and</c><00:01:03.760><c> the</c> indetermined structures and the indetermined structures and the structure<00:01:04.400><c> analysis</c><00:01:05.119><c> is</c><00:01:05.519><c> somehow</c><00:01:06.640><c> uh</c><00:01:07.119><c> more</c> structure analysis is somehow uh more structure analysis is somehow uh more difficult<00:01:07.760><c> than</c><00:01:08.000><c> the</c><00:01:08.240><c> previous</c><00:01:08.560><c> case</c><00:01:08.799><c> when</c> difficult than the previous case when difficult than the previous case when you<00:01:09.280><c> have</c><00:01:09.439><c> assembly</c><00:01:09.920><c> supported.</c><00:01:10.720><c> But</c><00:01:10.960><c> usually</c> you have assembly supported. But usually you have assembly supported. But usually different<00:01:11.680><c> codes</c><00:01:12.000><c> are</c><00:01:12.240><c> giving</c><00:01:12.560><c> some</c> different codes are giving some different codes are giving some uh<00:01:14.640><c> factors</c><00:01:15.680><c> uh</c><00:01:15.840><c> that</c><00:01:16.080><c> you</c><00:01:16.320><c> can</c><00:01:16.479><c> use</c><00:01:16.880><c> to</c><00:01:17.600><c> help</c> uh factors uh that you can use to help uh factors uh that you can use to help you<00:01:18.080><c> to</c><00:01:18.240><c> find</c><00:01:18.640><c> the</c><00:01:18.960><c> bending</c><00:01:19.439><c> moment,</c><00:01:20.320><c> sheer</c> you to find the bending moment, sheer you to find the bending moment, sheer forces<00:01:21.360><c> and</c><00:01:21.600><c> then</c><00:01:21.920><c> you</c><00:01:22.159><c> can</c><00:01:22.320><c> use</c><00:01:22.560><c> them</c><00:01:22.799><c> to</c><00:01:22.960><c> make</c> forces and then you can use them to make forces and then you can use them to make your<00:01:23.759><c> design.</c><00:01:24.320><c> Of</c><00:01:24.560><c> course</c><00:01:25.200><c> you</c><00:01:25.439><c> also</c><00:01:25.680><c> can</c><00:01:25.840><c> use</c> your design. Of course you also can use your design. Of course you also can use any<00:01:26.320><c> computer</c><00:01:26.640><c> program</c><00:01:26.960><c> to</c><00:01:27.200><c> make</c><00:01:27.280><c> the</c> any computer program to make the any computer program to make the structure<00:01:27.840><c> analysis</c><00:01:28.320><c> for</c><00:01:29.119><c> you.</c><00:01:30.080><c> The</c><00:01:30.560><c> third</c> structure analysis for you. The third structure analysis for you. The third type<00:01:31.360><c> it</c><00:01:31.520><c> could</c><00:01:31.680><c> be</c><00:01:31.920><c> a</c><00:01:32.159><c> can</c><00:01:32.400><c> lever.</c><00:01:32.880><c> You</c><00:01:33.040><c> may</c> type it could be a can lever. You may type it could be a can lever. You may have<00:01:33.280><c> a</c><00:01:33.439><c> can</c><00:01:33.759><c> lever</c><00:01:34.159><c> beam</c><00:01:34.799><c> when</c><00:01:35.040><c> it</c><00:01:35.200><c> is</c><00:01:35.439><c> this</c><00:01:35.680><c> is</c> have a can lever beam when it is this is have a can lever beam when it is this is a<00:01:36.079><c> free</c><00:01:36.400><c> end</c><00:01:36.720><c> here</c><00:01:37.360><c> and</c><00:01:37.680><c> also</c><00:01:38.000><c> this</c><00:01:38.240><c> one</c><00:01:38.400><c> is</c> a free end here and also this one is a free end here and also this one is similar<00:01:38.880><c> to</c><00:01:39.040><c> the</c><00:01:39.280><c> first</c><00:01:39.520><c> one</c><00:01:39.680><c> which</c><00:01:39.920><c> is</c><00:01:40.079><c> simply</c> similar to the first one which is simply similar to the first one which is simply supported.<00:01:40.960><c> Both</c><00:01:41.200><c> of</c><00:01:41.280><c> them</c><00:01:41.520><c> are</c><00:01:41.759><c> determined</c> supported. Both of them are determined supported. Both of them are determined and<00:01:42.479><c> would</c><00:01:42.640><c> be</c><00:01:42.799><c> easy</c><00:01:43.040><c> to</c><00:01:43.200><c> find</c><00:01:43.360><c> the</c><00:01:43.520><c> bending</c> and would be easy to find the bending and would be easy to find the bending moment<00:01:44.159><c> which</c><00:01:44.400><c> is</c><00:01:44.560><c> wl²</c><00:01:45.360><c> over</c><00:01:45.759><c> 2</c><00:01:46.000><c> or</c><00:01:46.479><c> l</c><00:01:47.680><c> and</c><00:01:47.920><c> you</c> moment which is wl² over 2 or l and you moment which is wl² over 2 or l and you can<00:01:48.240><c> find</c><00:01:48.399><c> also</c><00:01:48.720><c> the</c><00:01:48.880><c> shear</c><00:01:49.119><c> and</c><00:01:49.280><c> you</c><00:01:49.439><c> can</c><00:01:49.600><c> make</c> can find also the shear and you can make can find also the shear and you can make your<00:01:50.159><c> design</c><00:01:51.040><c> in</c><00:01:51.200><c> the</c><00:01:51.360><c> cany</c><00:01:51.680><c> lever</c><00:01:52.000><c> here.</c> your design in the cany lever here. your design in the cany lever here. Don't<00:01:52.560><c> forget</c><00:01:52.880><c> that</c><00:01:53.200><c> the</c><00:01:53.439><c> reinforcement</c> Don't forget that the reinforcement Don't forget that the reinforcement should<00:01:54.240><c> be</c><00:01:54.399><c> or</c><00:01:54.640><c> the</c><00:01:54.799><c> main</c><00:01:54.960><c> reinforcement</c> should be or the main reinforcement should be or the main reinforcement should<00:01:55.680><c> be</c><00:01:55.759><c> at</c><00:01:56.000><c> the</c><00:01:56.079><c> top</c><00:01:56.320><c> because</c><00:01:56.479><c> the</c><00:01:56.720><c> tension</c> should be at the top because the tension should be at the top because the tension will<00:01:57.200><c> be</c><00:01:57.360><c> at</c><00:01:57.520><c> the</c><00:01:57.680><c> top</c><00:01:58.240><c> and</c><00:01:58.399><c> the</c><00:01:58.479><c> assembly</c> will be at the top and the assembly will be at the top and the assembly supported<00:01:59.439><c> the</c><00:01:59.600><c> main</c><00:01:59.759><c> reinforcement</c><00:02:00.320><c> will</c><00:02:00.479><c> be</c> supported the main reinforcement will be supported the main reinforcement will be at<00:02:00.799><c> the</c><00:02:00.960><c> bottom.</c><00:02:01.600><c> For</c><00:02:01.840><c> the</c><00:02:02.079><c> continuous</c><00:02:02.640><c> you</c> at the bottom. For the continuous you at the bottom. For the continuous you have<00:02:02.960><c> some</c><00:02:03.200><c> reinforcement</c><00:02:03.759><c> above</c><00:02:04.079><c> the</c> have some reinforcement above the have some reinforcement above the support<00:02:04.320><c> of</c><00:02:04.479><c> course</c><00:02:04.719><c> will</c><00:02:04.880><c> be</c><00:02:05.040><c> top</c> support of course will be top support of course will be top reinforcement<00:02:06.079><c> and</c><00:02:06.320><c> in</c><00:02:06.560><c> this</c><00:02:06.799><c> band</c><00:02:07.439><c> it</c><00:02:07.680><c> will</c> reinforcement and in this band it will reinforcement and in this band it will be<00:02:08.160><c> bottom</c><00:02:09.119><c> reinforcement.</c> be bottom reinforcement. be bottom reinforcement. Also<00:02:11.760><c> uh</c><00:02:12.160><c> you</c><00:02:12.400><c> may</c><00:02:12.640><c> classify</c><00:02:13.280><c> beams</c><00:02:13.680><c> into</c> Also uh you may classify beams into Also uh you may classify beams into shallow<00:02:14.879><c> beams</c><00:02:15.280><c> and</c><00:02:16.319><c> deep</c><00:02:16.640><c> beams.</c><00:02:17.360><c> Shallow</c> shallow beams and deep beams. Shallow shallow beams and deep beams. Shallow beams<00:02:18.640><c> when</c><00:02:18.879><c> you</c><00:02:19.120><c> have</c><00:02:19.280><c> the</c><00:02:19.520><c> span</c><00:02:19.840><c> to</c><00:02:20.080><c> depth</c> beams when you have the span to depth beams when you have the span to depth ratio<00:02:20.720><c> is</c><00:02:20.959><c> greater</c><00:02:21.280><c> than</c><00:02:21.520><c> 2.5.</c><00:02:22.560><c> This</c><00:02:22.720><c> is</c><00:02:22.879><c> the</c> ratio is greater than 2.5. This is the ratio is greater than 2.5. This is the span<00:02:23.840><c> divided</c><00:02:24.319><c> by</c><00:02:24.480><c> the</c><00:02:24.640><c> depth</c><00:02:25.040><c> ratio</c><00:02:25.680><c> is</c> span divided by the depth ratio is span divided by the depth ratio is greater<00:02:26.239><c> than</c><00:02:26.480><c> 2.5.</c><00:02:27.360><c> In</c><00:02:27.520><c> this</c><00:02:27.680><c> case</c><00:02:27.840><c> we</c><00:02:28.080><c> call</c> greater than 2.5. In this case we call greater than 2.5. In this case we call it<00:02:29.040><c> shallow</c><00:02:29.520><c> beams.</c><00:02:30.080><c> And</c><00:02:30.239><c> the</c><00:02:30.480><c> design</c><00:02:30.800><c> is</c> it shallow beams. And the design is it shallow beams. And the design is based<00:02:31.360><c> mainly</c><00:02:31.760><c> on</c><00:02:32.160><c> bending</c><00:02:32.640><c> moments.</c> based mainly on bending moments. based mainly on bending moments. Another<00:02:34.800><c> type</c><00:02:35.360><c> also</c><00:02:35.840><c> you</c><00:02:36.160><c> can</c><00:02:36.319><c> see</c><00:02:36.560><c> which</c><00:02:36.800><c> is</c> Another type also you can see which is Another type also you can see which is called<00:02:37.280><c> deep</c><00:02:37.519><c> beams.</c><00:02:38.000><c> In</c><00:02:38.160><c> this</c><00:02:38.400><c> type</c><00:02:38.720><c> the</c><00:02:38.879><c> span</c> called deep beams. In this type the span called deep beams. In this type the span over<00:02:39.599><c> dips</c><00:02:39.920><c> ratio</c><00:02:40.319><c> is</c><00:02:40.560><c> less</c><00:02:40.800><c> than</c><00:02:40.959><c> or</c><00:02:41.280><c> equals</c> over dips ratio is less than or equals over dips ratio is less than or equals 2.5.<00:02:42.959><c> So</c><00:02:43.599><c> you</c><00:02:43.840><c> have</c><00:02:44.000><c> big</c><00:02:44.319><c> depths</c><00:02:44.800><c> here</c> 2.5. So you have big depths here 2.5. So you have big depths here compared<00:02:45.599><c> to</c><00:02:46.239><c> the</c><00:02:46.720><c> span.</c><00:02:47.599><c> In</c><00:02:47.760><c> this</c><00:02:47.920><c> case</c><00:02:48.160><c> the</c> compared to the span. In this case the compared to the span. In this case the design<00:02:48.720><c> is</c><00:02:48.959><c> based</c><00:02:49.680><c> mainly</c><00:02:50.080><c> on</c><00:02:51.040><c> sheer</c><00:02:51.599><c> forces.</c> design is based mainly on sheer forces. design is based mainly on sheer forces. Also<00:02:54.319><c> you</c><00:02:54.480><c> may</c><00:02:54.720><c> see</c><00:02:55.360><c> uh</c><00:02:55.760><c> different</c><00:02:56.160><c> types</c><00:02:56.480><c> of</c> Also you may see uh different types of Also you may see uh different types of beam<00:02:57.040><c> like</c><00:02:57.280><c> we</c><00:02:57.599><c> call</c><00:02:57.920><c> drop</c><00:02:58.160><c> beams</c><00:02:58.560><c> when</c><00:02:58.800><c> you</c> beam like we call drop beams when you beam like we call drop beams when you have<00:02:59.280><c> the</c><00:02:59.519><c> beam</c><00:02:59.920><c> is</c><00:03:00.160><c> here</c><00:03:00.560><c> and</c><00:03:00.879><c> supporting</c><00:03:01.360><c> the</c> have the beam is here and supporting the have the beam is here and supporting the slab<00:03:01.840><c> which</c><00:03:02.080><c> is</c><00:03:02.159><c> the</c><00:03:02.319><c> slab</c><00:03:02.560><c> in</c><00:03:02.720><c> this</c><00:03:02.879><c> case</c><00:03:02.959><c> is</c> slab which is the slab in this case is slab which is the slab in this case is above<00:03:03.519><c> the</c><00:03:03.680><c> beam.</c><00:03:04.159><c> Okay.</c><00:03:04.959><c> So</c><00:03:05.120><c> the</c><00:03:05.360><c> slab</c><00:03:05.680><c> is</c> above the beam. Okay. So the slab is above the beam. Okay. So the slab is supported<00:03:06.319><c> on</c><00:03:06.560><c> the</c><00:03:06.720><c> beam.</c><00:03:07.360><c> Here</c><00:03:07.760><c> we</c><00:03:08.000><c> have</c><00:03:08.159><c> the</c> supported on the beam. Here we have the supported on the beam. Here we have the web<00:03:08.640><c> is</c><00:03:08.879><c> under</c><00:03:09.760><c> the</c><00:03:10.080><c> slab</c><00:03:10.480><c> and</c><00:03:10.640><c> this</c><00:03:10.800><c> is</c><00:03:10.879><c> the</c> web is under the slab and this is the web is under the slab and this is the famous<00:03:11.760><c> type</c><00:03:12.080><c> that</c><00:03:12.319><c> you</c><00:03:12.480><c> may</c><00:03:12.640><c> see</c><00:03:12.800><c> it</c><00:03:12.959><c> in</c><00:03:13.200><c> like</c> famous type that you may see it in like famous type that you may see it in like most<00:03:13.760><c> cases</c><00:03:14.480><c> also</c><00:03:14.800><c> you</c><00:03:14.879><c> may</c><00:03:15.360><c> see</c><00:03:15.599><c> something</c> most cases also you may see something most cases also you may see something called<00:03:16.239><c> inverted</c><00:03:16.800><c> beam.</c><00:03:17.200><c> So</c><00:03:17.280><c> what</c><00:03:17.519><c> is</c><00:03:17.599><c> the</c> called inverted beam. So what is the called inverted beam. So what is the inverted<00:03:18.239><c> beam?</c><00:03:18.480><c> Inverted</c><00:03:18.879><c> beam</c><00:03:19.120><c> when</c><00:03:19.360><c> you</c> inverted beam? Inverted beam when you inverted beam? Inverted beam when you have<00:03:19.599><c> the</c><00:03:19.760><c> slab</c><00:03:20.159><c> is</c><00:03:20.319><c> at</c><00:03:20.560><c> the</c><00:03:20.720><c> bottom</c><00:03:20.959><c> of</c><00:03:21.120><c> the</c> have the slab is at the bottom of the have the slab is at the bottom of the beam.<00:03:22.239><c> Still</c><00:03:22.560><c> the</c><00:03:22.800><c> beam</c><00:03:23.040><c> is</c><00:03:23.280><c> supporting</c><00:03:23.680><c> the</c> beam. Still the beam is supporting the beam. Still the beam is supporting the slab<00:03:24.319><c> but</c><00:03:24.640><c> the</c><00:03:24.800><c> slab</c><00:03:25.120><c> in</c><00:03:25.280><c> this</c><00:03:25.440><c> case</c><00:03:25.680><c> is</c><00:03:25.920><c> at</c><00:03:26.159><c> the</c> slab but the slab in this case is at the slab but the slab in this case is at the bottom<00:03:26.720><c> of</c><00:03:27.120><c> the</c><00:03:27.360><c> beam.</c><00:03:28.080><c> You</c><00:03:28.239><c> may</c><00:03:28.480><c> see</c><00:03:28.879><c> this</c> bottom of the beam. You may see this bottom of the beam. You may see this type<00:03:29.519><c> which</c><00:03:29.680><c> we</c><00:03:29.840><c> call</c><00:03:30.000><c> it</c><00:03:30.159><c> inverted</c><00:03:30.720><c> beam</c> type which we call it inverted beam type which we call it inverted beam here.<00:03:31.760><c> At</c><00:03:32.080><c> roof</c><00:03:32.480><c> plans</c><00:03:33.280><c> uh</c><00:03:33.440><c> when</c><00:03:33.680><c> you</c><00:03:33.840><c> have</c> here. At roof plans uh when you have here. At roof plans uh when you have roofs<00:03:34.720><c> and</c><00:03:34.959><c> you</c><00:03:35.200><c> want</c><00:03:35.360><c> the</c><00:03:35.519><c> roof</c><00:03:35.760><c> to</c><00:03:35.920><c> be</c><00:03:36.000><c> smooth</c> roofs and you want the roof to be smooth roofs and you want the roof to be smooth from<00:03:36.560><c> the</c><00:03:36.720><c> bottom.</c><00:03:37.040><c> So</c><00:03:37.360><c> sometimes</c><00:03:37.760><c> you</c><00:03:38.000><c> invert</c> from the bottom. So sometimes you invert from the bottom. So sometimes you invert the<00:03:39.040><c> beam</c><00:03:39.280><c> and</c><00:03:39.519><c> make</c><00:03:39.599><c> it</c><00:03:40.000><c> at</c><00:03:40.159><c> the</c><00:03:40.400><c> top.</c><00:03:40.640><c> So</c><00:03:40.799><c> we</c> the beam and make it at the top. So we the beam and make it at the top. So we call<00:03:41.200><c> this</c><00:03:41.440><c> type</c><00:03:41.760><c> inverted</c><00:03:42.400><c> beam.</c><00:03:43.120><c> Also</c><00:03:43.440><c> a</c> call this type inverted beam. Also a call this type inverted beam. Also a third<00:03:43.840><c> type</c><00:03:44.319><c> called</c><00:03:44.640><c> hidden</c><00:03:45.040><c> beams.</c><00:03:45.519><c> Hidden</c> third type called hidden beams. Hidden third type called hidden beams. Hidden beams<00:03:46.319><c> you</c><00:03:46.480><c> may</c><00:03:46.720><c> use</c><00:03:47.360><c> a</c><00:03:47.680><c> beam</c><00:03:48.239><c> with</c><00:03:48.560><c> the</c><00:03:48.799><c> same</c> beams you may use a beam with the same beams you may use a beam with the same thickness<00:03:49.360><c> of</c><00:03:49.519><c> the</c><00:03:49.680><c> slab.</c><00:03:50.239><c> You</c><00:03:50.400><c> have</c><00:03:50.480><c> a</c><00:03:50.640><c> slab</c> thickness of the slab. You have a slab thickness of the slab. You have a slab thickness<00:03:51.360><c> here</c><00:03:51.840><c> and</c><00:03:52.080><c> you</c><00:03:52.319><c> have</c><00:03:52.400><c> a</c><00:03:52.560><c> beam</c><00:03:52.879><c> with</c> thickness here and you have a beam with thickness here and you have a beam with the<00:03:53.200><c> same</c><00:03:53.360><c> thickness</c><00:03:53.840><c> or</c><00:03:54.159><c> like</c><00:03:54.480><c> little</c><00:03:54.799><c> bit</c><00:03:55.840><c> uh</c> the same thickness or like little bit uh the same thickness or like little bit uh bigger<00:03:57.200><c> thickness.</c><00:03:58.159><c> So</c><00:03:58.319><c> in</c><00:03:58.560><c> this</c><00:03:58.720><c> case</c><00:03:58.879><c> we</c> bigger thickness. So in this case we bigger thickness. So in this case we call<00:03:59.120><c> it</c><00:03:59.280><c> hidden</c><00:03:59.599><c> beam</c><00:03:59.920><c> because</c><00:04:00.080><c> you</c><00:04:00.239><c> cannot</c> call it hidden beam because you cannot call it hidden beam because you cannot see<00:04:00.799><c> once</c><00:04:01.040><c> you</c><00:04:01.439><c> make</c><00:04:01.680><c> the</c><00:04:02.319><c> uh</c><00:04:02.959><c> concrete</c> see once you make the uh concrete see once you make the uh concrete casting<00:04:03.840><c> you</c><00:04:04.000><c> will</c><00:04:04.159><c> not</c><00:04:04.239><c> be</c><00:04:04.400><c> able</c><00:04:04.560><c> to</c><00:04:04.720><c> see.</c> casting you will not be able to see. casting you will not be able to see. Usually<00:04:05.360><c> this</c><00:04:05.599><c> type</c><00:04:05.840><c> of</c><00:04:06.000><c> hidden</c><00:04:06.400><c> beams</c><00:04:06.720><c> it</c> Usually this type of hidden beams it Usually this type of hidden beams it would<00:04:06.959><c> be</c><00:04:07.200><c> wide</c><00:04:07.519><c> beam</c><00:04:08.319><c> and</c><00:04:08.720><c> requires</c><00:04:09.120><c> a</c><00:04:09.360><c> lot</c><00:04:09.439><c> of</c> would be wide beam and requires a lot of would be wide beam and requires a lot of reinforcement<00:04:10.560><c> because</c><00:04:10.879><c> of</c><00:04:11.200><c> the</c><00:04:11.760><c> small</c> reinforcement because of the small reinforcement because of the small thickness<00:04:12.560><c> that</c><00:04:12.879><c> have.</c><00:04:13.280><c> So</c><00:04:13.439><c> you</c><00:04:13.599><c> have</c><00:04:13.760><c> drop</c> thickness that have. So you have drop thickness that have. So you have drop beams,<00:04:14.400><c> inverted</c><00:04:14.879><c> beams</c><00:04:15.200><c> and</c><00:04:15.439><c> also</c><00:04:16.239><c> hidden</c> beams, inverted beams and also hidden beams, inverted beams and also hidden beams. beams. beams. Okay,<00:04:18.799><c> let's</c><00:04:19.120><c> see</c><00:04:19.280><c> what</c><00:04:19.440><c> is</c><00:04:19.600><c> the</c><00:04:19.840><c> difference</c> Okay, let's see what is the difference Okay, let's see what is the difference between<00:04:20.560><c> rectangle</c><00:04:21.440><c> rectangular</c><00:04:22.160><c> and</c> between rectangle rectangular and between rectangle rectangular and flanged<00:04:22.960><c> sections.</c><00:04:23.759><c> Okay,</c><00:04:24.160><c> when</c><00:04:24.639><c> can</c><00:04:24.880><c> I</c> flanged sections. Okay, when can I flanged sections. Okay, when can I design<00:04:25.360><c> a</c><00:04:25.600><c> section</c><00:04:25.840><c> to</c><00:04:26.080><c> be</c><00:04:26.320><c> a</c><00:04:26.560><c> rectangular</c> design a section to be a rectangular design a section to be a rectangular section<00:04:27.440><c> and</c><00:04:27.680><c> when</c><00:04:28.000><c> I</c><00:04:28.240><c> should</c><00:04:28.479><c> design</c><00:04:28.880><c> the</c> section and when I should design the section and when I should design the section<00:04:29.360><c> to</c><00:04:29.600><c> be</c><00:04:30.160><c> a</c><00:04:30.400><c> flanged</c><00:04:30.960><c> section?</c><00:04:31.600><c> Let's</c> section to be a flanged section? Let's section to be a flanged section? Let's see<00:04:32.080><c> here</c><00:04:32.320><c> an</c><00:04:32.479><c> example</c><00:04:32.960><c> of</c><00:04:33.759><c> simply</c><00:04:34.240><c> supported</c> see here an example of simply supported see here an example of simply supported uh<00:04:35.520><c> beam</c><00:04:36.240><c> supported</c><00:04:36.720><c> into</c><00:04:37.040><c> columns</c><00:04:37.360><c> as</c><00:04:37.600><c> you</c> uh beam supported into columns as you uh beam supported into columns as you can<00:04:37.840><c> see</c><00:04:38.000><c> here.</c><00:04:38.639><c> So</c><00:04:38.800><c> under</c><00:04:39.120><c> loads</c><00:04:39.520><c> you</c><00:04:39.759><c> will</c> can see here. So under loads you will can see here. So under loads you will see<00:04:40.000><c> that</c><00:04:40.320><c> at</c><00:04:40.560><c> the</c><00:04:40.800><c> top</c><00:04:41.280><c> you</c><00:04:41.520><c> will</c><00:04:41.680><c> have</c><00:04:41.759><c> a</c> see that at the top you will have a see that at the top you will have a compression<00:04:42.400><c> force</c><00:04:42.960><c> at</c><00:04:43.199><c> the</c><00:04:43.360><c> bottom</c><00:04:43.600><c> you</c><00:04:43.759><c> will</c> compression force at the bottom you will compression force at the bottom you will have<00:04:44.080><c> attention</c><00:04:44.560><c> force.</c><00:04:45.199><c> So</c><00:04:45.360><c> if</c><00:04:45.520><c> we</c><00:04:45.680><c> took</c><00:04:45.840><c> a</c> have attention force. So if we took a have attention force. So if we took a section<00:04:46.400><c> here</c><00:04:46.639><c> at</c><00:04:46.880><c> this</c><00:04:47.520><c> point</c><00:04:48.080><c> okay</c><00:04:48.720><c> so</c><00:04:48.960><c> this</c> section here at this point okay so this section here at this point okay so this is<00:04:49.360><c> showing</c><00:04:49.680><c> the</c><00:04:50.080><c> cross-section.</c><00:04:51.040><c> This</c><00:04:51.360><c> we</c> is showing the cross-section. This we is showing the cross-section. This we call<00:04:51.680><c> it</c><00:04:51.840><c> the</c><00:04:52.000><c> flange</c><00:04:52.479><c> of</c><00:04:52.720><c> the</c><00:04:52.880><c> slab</c><00:04:53.759><c> and</c><00:04:54.240><c> this</c> call it the flange of the slab and this call it the flange of the slab and this is<00:04:54.880><c> all</c><00:04:55.199><c> the</c><00:04:55.440><c> beam.</c><00:04:55.759><c> the</c><00:04:55.919><c> beam</c><00:04:56.240><c> it</c><00:04:56.880><c> it</c><00:04:57.120><c> has</c><00:04:57.360><c> this</c> is all the beam. the beam it it has this is all the beam. the beam it it has this part<00:04:58.080><c> called</c><00:04:58.320><c> the</c><00:04:58.479><c> rip</c><00:04:58.720><c> of</c><00:04:58.880><c> the</c><00:04:58.960><c> beam</c><00:04:59.280><c> and</c><00:04:59.520><c> also</c> part called the rip of the beam and also part called the rip of the beam and also this<00:05:00.080><c> part</c><00:05:00.320><c> in</c><00:05:00.479><c> the</c><00:05:00.639><c> slab</c><00:05:00.960><c> is</c><00:05:01.199><c> a</c><00:05:01.440><c> part</c><00:05:01.600><c> of</c><00:05:01.759><c> the</c> this part in the slab is a part of the this part in the slab is a part of the beam.<00:05:02.479><c> So</c><00:05:02.720><c> this</c><00:05:02.960><c> is</c><00:05:03.120><c> the</c><00:05:03.280><c> beam</c><00:05:03.680><c> and</c><00:05:04.080><c> the</c> beam. So this is the beam and the beam. So this is the beam and the flange.<00:05:05.840><c> In</c><00:05:06.080><c> this</c><00:05:06.240><c> section</c><00:05:06.560><c> you</c><00:05:06.800><c> will</c><00:05:06.960><c> see</c> flange. In this section you will see flange. In this section you will see that<00:05:07.440><c> there</c><00:05:07.680><c> is</c><00:05:07.759><c> a</c><00:05:07.919><c> neutral</c><00:05:08.240><c> axis</c><00:05:08.639><c> here.</c><00:05:08.960><c> Above</c> that there is a neutral axis here. Above that there is a neutral axis here. Above the<00:05:09.360><c> neutral</c><00:05:09.680><c> axis</c><00:05:10.080><c> you</c><00:05:10.320><c> will</c><00:05:10.479><c> have</c><00:05:10.560><c> a</c> the neutral axis you will have a the neutral axis you will have a compression<00:05:11.199><c> force.</c><00:05:11.680><c> Under</c><00:05:11.919><c> the</c><00:05:12.080><c> neutral</c> compression force. Under the neutral compression force. Under the neutral axis<00:05:12.720><c> you</c><00:05:12.960><c> will</c><00:05:13.039><c> have</c><00:05:13.199><c> a</c><00:05:13.360><c> tension</c><00:05:13.680><c> force.</c><00:05:14.080><c> As</c> axis you will have a tension force. As axis you will have a tension force. As you<00:05:14.479><c> can</c><00:05:14.720><c> you</c><00:05:14.960><c> know</c><00:05:15.600><c> most</c><00:05:15.840><c> of</c><00:05:16.080><c> the</c><00:05:16.800><c> uh</c><00:05:17.360><c> concrete</c> you can you know most of the uh concrete you can you know most of the uh concrete design<00:05:18.960><c> uh</c><00:05:19.120><c> codes</c><00:05:20.400><c> says</c><00:05:20.800><c> that</c><00:05:21.680><c> uh</c><00:05:22.080><c> concrete</c> design uh codes says that uh concrete design uh codes says that uh concrete will<00:05:23.199><c> not</c><00:05:24.000><c> uh</c> will not uh will not uh resist<00:05:26.400><c> any</c><00:05:26.639><c> tensile</c><00:05:27.120><c> forces.</c><00:05:27.520><c> Once</c><00:05:27.759><c> you</c><00:05:27.919><c> have</c> resist any tensile forces. Once you have resist any tensile forces. Once you have a<00:05:28.160><c> tension</c><00:05:28.479><c> force</c><00:05:28.720><c> on</c><00:05:28.880><c> the</c><00:05:29.120><c> concrete</c><00:05:29.919><c> they</c> a tension force on the concrete they a tension force on the concrete they assume<00:05:30.479><c> that</c><00:05:30.720><c> will</c><00:05:30.960><c> be</c><00:05:31.199><c> cracked</c><00:05:31.600><c> and</c><00:05:31.919><c> will</c><00:05:32.160><c> not</c> assume that will be cracked and will not assume that will be cracked and will not carry<00:05:32.639><c> any</c><00:05:32.880><c> tensile</c><00:05:33.440><c> forces.</c><00:05:34.240><c> So</c><00:05:34.639><c> all</c><00:05:34.880><c> the</c> carry any tensile forces. So all the carry any tensile forces. So all the part<00:05:35.440><c> here</c><00:05:35.680><c> under</c><00:05:36.000><c> the</c><00:05:36.160><c> neutral</c><00:05:36.560><c> axis</c><00:05:37.520><c> okay</c><00:05:37.919><c> we</c> part here under the neutral axis okay we part here under the neutral axis okay we assume<00:05:38.560><c> that</c><00:05:38.800><c> it</c><00:05:39.039><c> is</c><00:05:39.199><c> already</c><00:05:39.520><c> cracked.</c><00:05:40.240><c> So</c> assume that it is already cracked. So assume that it is already cracked. So once<00:05:40.720><c> it</c><00:05:40.960><c> is</c><00:05:41.120><c> cracked</c><00:05:41.680><c> only</c><00:05:41.919><c> the</c><00:05:42.160><c> steer</c> once it is cracked only the steer once it is cracked only the steer reinforcement<00:05:43.039><c> will</c><00:05:43.280><c> be</c><00:05:43.440><c> carrying</c><00:05:43.759><c> the</c> reinforcement will be carrying the reinforcement will be carrying the tension<00:05:44.320><c> force</c><00:05:45.039><c> and</c><00:05:45.440><c> this</c><00:05:45.680><c> part</c><00:05:46.000><c> above</c><00:05:46.240><c> the</c> tension force and this part above the tension force and this part above the neutral<00:05:46.800><c> axis</c><00:05:47.120><c> where</c><00:05:47.440><c> you</c><00:05:47.680><c> have</c><00:05:47.759><c> a</c> neutral axis where you have a neutral axis where you have a compression<00:05:48.720><c> forces</c><00:05:49.120><c> will</c><00:05:49.360><c> be</c><00:05:49.520><c> carried</c><00:05:49.840><c> by</c> compression forces will be carried by compression forces will be carried by the<00:05:51.199><c> uh</c><00:05:51.440><c> concrete.</c><00:05:52.000><c> So</c><00:05:52.160><c> in</c><00:05:52.320><c> this</c><00:05:52.479><c> case</c><00:05:53.440><c> the</c> the uh concrete. So in this case the the uh concrete. So in this case the flange<00:05:54.240><c> is</c><00:05:54.479><c> carrying</c><00:05:55.120><c> compression</c><00:05:55.680><c> force.</c> flange is carrying compression force. flange is carrying compression force. The<00:05:56.479><c> flange</c><00:05:56.880><c> is</c><00:05:57.120><c> carrying</c><00:05:57.440><c> compression</c> The flange is carrying compression The flange is carrying compression force.<00:05:58.400><c> So</c><00:05:58.800><c> we</c><00:05:59.039><c> have</c><00:05:59.199><c> to</c><00:05:59.440><c> consider</c><00:05:59.759><c> the</c><00:05:59.919><c> flange</c> force. So we have to consider the flange force. So we have to consider the flange in<00:06:00.560><c> this</c><00:06:00.720><c> case</c><00:06:01.600><c> and</c><00:06:01.759><c> will</c><00:06:02.000><c> be</c><00:06:02.639><c> designed</c><00:06:03.120><c> in</c> in this case and will be designed in in this case and will be designed in this<00:06:03.600><c> case</c><00:06:03.759><c> as</c><00:06:04.080><c> a</c><00:06:04.240><c> flange</c><00:06:04.720><c> section.</c><00:06:05.039><c> when</c><00:06:05.280><c> you</c> this case as a flange section. when you this case as a flange section. when you have<00:06:06.160><c> a</c><00:06:06.400><c> compression</c><00:06:06.880><c> on</c><00:06:07.120><c> the</c><00:06:07.280><c> flange</c><00:06:07.680><c> or</c><00:06:07.919><c> on</c> have a compression on the flange or on have a compression on the flange or on the<00:06:08.319><c> slab</c><00:06:09.600><c> in</c><00:06:09.840><c> this</c><00:06:10.000><c> case</c><00:06:10.400><c> you</c><00:06:10.639><c> will</c><00:06:10.800><c> consider</c> the slab in this case you will consider the slab in this case you will consider it<00:06:11.360><c> and</c><00:06:11.600><c> will</c><00:06:11.759><c> be</c><00:06:11.919><c> designed</c><00:06:12.319><c> as</c><00:06:12.479><c> a</c><00:06:12.639><c> flanged</c> it and will be designed as a flanged it and will be designed as a flanged section.<00:06:13.680><c> So</c><00:06:14.160><c> as</c><00:06:14.960><c> uh</c><00:06:16.240><c> a</c><00:06:16.479><c> conclusion</c><00:06:16.960><c> for</c><00:06:17.199><c> that</c> section. So as uh a conclusion for that section. So as uh a conclusion for that if<00:06:17.919><c> the</c><00:06:18.080><c> flange</c><00:06:18.560><c> is</c><00:06:19.120><c> in</c><00:06:19.360><c> compression</c><00:06:20.080><c> so</c><00:06:20.400><c> we</c> if the flange is in compression so we if the flange is in compression so we design<00:06:21.120><c> this</c><00:06:21.360><c> section</c><00:06:22.160><c> as</c><00:06:22.400><c> a</c><00:06:22.639><c> flanged</c> design this section as a flanged design this section as a flanged section.<00:06:24.560><c> Okay.</c><00:06:25.840><c> Uh</c><00:06:26.319><c> on</c><00:06:26.479><c> the</c><00:06:26.639><c> other</c><00:06:26.880><c> case</c><00:06:27.199><c> if</c> section. Okay. Uh on the other case if section. Okay. Uh on the other case if you<00:06:27.600><c> have</c><00:06:28.080><c> a</c><00:06:28.319><c> beam</c><00:06:28.560><c> or</c><00:06:28.800><c> this</c><00:06:28.960><c> is</c><00:06:29.120><c> part</c><00:06:29.280><c> of</c><00:06:29.440><c> the</c> you have a beam or this is part of the you have a beam or this is part of the beam<00:06:30.000><c> supported</c><00:06:30.400><c> in</c><00:06:30.560><c> a</c><00:06:30.720><c> column</c><00:06:30.960><c> here</c><00:06:31.120><c> and</c><00:06:31.440><c> it</c> beam supported in a column here and it beam supported in a column here and it extends.<00:06:32.000><c> you</c><00:06:32.240><c> just</c><00:06:32.400><c> took</c><00:06:32.720><c> only</c><00:06:33.120><c> part</c><00:06:33.440><c> above</c> extends. you just took only part above extends. you just took only part above the<00:06:34.319><c> column.</c><00:06:34.720><c> In</c><00:06:34.960><c> this</c><00:06:35.120><c> case</c><00:06:35.360><c> under</c><00:06:35.600><c> load</c><00:06:36.000><c> you</c> the column. In this case under load you the column. In this case under load you will<00:06:36.319><c> have</c><00:06:36.479><c> the</c><00:06:36.720><c> opposite.</c><00:06:37.120><c> You</c><00:06:37.280><c> will</c><00:06:37.360><c> have</c> will have the opposite. You will have will have the opposite. You will have tensile<00:06:38.160><c> stresses</c><00:06:38.639><c> at</c><00:06:38.800><c> the</c><00:06:38.960><c> top</c><00:06:39.440><c> and</c><00:06:39.600><c> you</c><00:06:39.759><c> have</c> tensile stresses at the top and you have tensile stresses at the top and you have compressive<00:06:40.479><c> stresses</c><00:06:40.880><c> at</c><00:06:41.520><c> the</c><00:06:41.759><c> bottom.</c><00:06:42.080><c> So</c> compressive stresses at the bottom. So compressive stresses at the bottom. So if<00:06:42.319><c> we</c><00:06:42.479><c> took</c><00:06:42.720><c> a</c><00:06:42.880><c> section</c><00:06:43.759><c> at</c><00:06:44.000><c> this</c><00:06:44.240><c> point</c><00:06:44.560><c> here</c> if we took a section at this point here if we took a section at this point here so<00:06:45.280><c> this</c><00:06:45.440><c> is</c><00:06:45.520><c> a</c><00:06:45.680><c> neutral</c><00:06:46.000><c> axis</c><00:06:46.400><c> but</c><00:06:46.639><c> opposite</c> so this is a neutral axis but opposite so this is a neutral axis but opposite to<00:06:47.199><c> the</c><00:06:47.360><c> previous</c><00:06:47.600><c> one</c><00:06:47.919><c> you</c><00:06:48.080><c> will</c><00:06:48.160><c> have</c><00:06:48.240><c> a</c> to the previous one you will have a to the previous one you will have a tension<00:06:48.720><c> force</c><00:06:49.120><c> at</c><00:06:49.280><c> the</c><00:06:49.440><c> top</c><00:06:49.600><c> and</c><00:06:49.840><c> compression</c> tension force at the top and compression tension force at the top and compression at<00:06:50.479><c> the</c><00:06:50.720><c> bottom.</c><00:06:51.360><c> And</c><00:06:51.600><c> as</c><00:06:51.759><c> we</c><00:06:51.919><c> said</c><00:06:52.160><c> here</c><00:06:52.880><c> any</c> at the bottom. And as we said here any at the bottom. And as we said here any concrete<00:06:53.759><c> under</c><00:06:54.160><c> tension</c><00:06:54.479><c> will</c><00:06:54.720><c> be</c><00:06:54.880><c> assumed</c> concrete under tension will be assumed concrete under tension will be assumed as<00:06:55.680><c> cracked</c><00:06:56.080><c> and</c><00:06:56.319><c> will</c><00:06:56.560><c> be</c><00:06:56.720><c> neglected.</c><00:06:57.600><c> So</c><00:06:57.840><c> in</c> as cracked and will be neglected. So in as cracked and will be neglected. So in this<00:06:58.240><c> case</c><00:06:58.560><c> anything</c><00:06:58.880><c> above</c><00:06:59.199><c> the</c><00:06:59.280><c> neutral</c> this case anything above the neutral this case anything above the neutral axis<00:07:00.160><c> here</c><00:07:00.639><c> it</c><00:07:00.960><c> will</c><00:07:01.120><c> be</c><00:07:01.440><c> removed</c><00:07:02.000><c> only</c><00:07:02.240><c> I</c><00:07:02.479><c> will</c> axis here it will be removed only I will axis here it will be removed only I will have<00:07:02.800><c> the</c><00:07:03.120><c> steer</c><00:07:03.360><c> reinforcement</c><00:07:04.080><c> that</c><00:07:04.319><c> will</c> have the steer reinforcement that will have the steer reinforcement that will carry<00:07:04.639><c> the</c><00:07:04.800><c> tension</c><00:07:05.199><c> force.</c><00:07:05.919><c> So</c><00:07:06.160><c> in</c><00:07:06.400><c> this</c><00:07:06.560><c> case</c> carry the tension force. So in this case carry the tension force. So in this case you<00:07:06.960><c> can</c><00:07:07.039><c> see</c><00:07:07.199><c> that</c><00:07:07.680><c> all</c><00:07:07.919><c> the</c><00:07:08.080><c> flange</c><00:07:08.560><c> here</c><00:07:08.880><c> is</c> you can see that all the flange here is you can see that all the flange here is uh<00:07:10.720><c> not</c><00:07:11.039><c> carrying</c><00:07:11.520><c> any</c><00:07:11.759><c> load</c><00:07:12.160><c> because</c><00:07:12.400><c> it</c><00:07:12.639><c> is</c> uh not carrying any load because it is uh not carrying any load because it is under<00:07:13.039><c> tension</c><00:07:13.759><c> and</c><00:07:14.000><c> we</c><00:07:14.240><c> assume</c><00:07:14.560><c> that</c><00:07:14.800><c> the</c> under tension and we assume that the under tension and we assume that the concrete<00:07:15.360><c> will</c><00:07:15.520><c> not</c><00:07:15.680><c> resist</c><00:07:16.000><c> tension.</c><00:07:16.479><c> So</c> concrete will not resist tension. So concrete will not resist tension. So only<00:07:17.120><c> the</c><00:07:17.360><c> part</c><00:07:17.599><c> here</c><00:07:17.840><c> under</c><00:07:18.160><c> the</c><00:07:18.400><c> neutral</c> only the part here under the neutral only the part here under the neutral axis<00:07:19.039><c> which</c><00:07:19.280><c> is</c><00:07:19.440><c> a</c><00:07:19.680><c> rectangular</c><00:07:20.240><c> part</c><00:07:20.560><c> as</c><00:07:20.800><c> you</c> axis which is a rectangular part as you axis which is a rectangular part as you can<00:07:21.039><c> see</c><00:07:21.199><c> here</c><00:07:21.759><c> is</c><00:07:22.000><c> taking</c><00:07:22.240><c> the</c><00:07:22.479><c> load.</c><00:07:22.720><c> The</c> can see here is taking the load. The can see here is taking the load. The flange<00:07:23.120><c> is</c><00:07:23.360><c> not</c><00:07:23.440><c> taking</c><00:07:23.759><c> anything</c><00:07:24.160><c> in</c><00:07:24.400><c> this</c> flange is not taking anything in this flange is not taking anything in this case.<00:07:24.800><c> So</c><00:07:24.960><c> we</c><00:07:25.120><c> cannot</c><00:07:25.440><c> consider</c><00:07:25.759><c> the</c><00:07:25.919><c> flange.</c> case. So we cannot consider the flange. case. So we cannot consider the flange. So<00:07:26.639><c> in</c><00:07:26.880><c> this</c><00:07:26.960><c> case</c><00:07:27.120><c> when</c><00:07:27.360><c> we</c><00:07:27.520><c> design</c><00:07:27.919><c> we</c><00:07:28.080><c> design</c> So in this case when we design we design So in this case when we design we design the<00:07:28.560><c> section</c><00:07:28.880><c> to</c><00:07:29.039><c> be</c><00:07:29.199><c> as</c><00:07:29.759><c> a</c><00:07:29.919><c> rectangular</c> the section to be as a rectangular the section to be as a rectangular section<00:07:31.680><c> because</c><00:07:31.919><c> the</c><00:07:32.160><c> flange</c><00:07:32.479><c> is</c><00:07:32.639><c> already</c> section because the flange is already section because the flange is already cracked.<00:07:34.160><c> So</c><00:07:34.560><c> as</c><00:07:34.800><c> a</c><00:07:34.960><c> conclusion</c><00:07:35.520><c> also</c><00:07:35.840><c> if</c><00:07:36.080><c> the</c> cracked. So as a conclusion also if the cracked. So as a conclusion also if the flange<00:07:36.639><c> is</c><00:07:36.880><c> in</c><00:07:37.120><c> tension</c><00:07:37.919><c> we</c><00:07:38.160><c> design</c><00:07:38.560><c> as</c><00:07:38.800><c> a</c> flange is in tension we design as a flange is in tension we design as a rectangular<00:07:39.520><c> section.</c><00:07:40.479><c> Okay.</c><00:07:40.960><c> So</c><00:07:41.120><c> in</c><00:07:41.280><c> this</c> rectangular section. Okay. So in this rectangular section. Okay. So in this case<00:07:41.599><c> the</c><00:07:41.840><c> flange</c><00:07:42.160><c> is</c><00:07:42.400><c> in</c><00:07:42.560><c> tension.</c><00:07:42.960><c> So</c><00:07:43.039><c> we</c> case the flange is in tension. So we case the flange is in tension. So we design<00:07:43.520><c> this</c><00:07:43.680><c> section</c><00:07:43.919><c> as</c><00:07:44.080><c> a</c><00:07:44.240><c> rectangular</c> design this section as a rectangular design this section as a rectangular section.<00:07:45.120><c> However</c><00:07:45.440><c> in</c><00:07:45.680><c> the</c><00:07:45.840><c> simply</c><00:07:46.160><c> supported</c> section. However in the simply supported section. However in the simply supported here<00:07:46.880><c> as</c><00:07:47.039><c> the</c><00:07:47.199><c> spans</c><00:07:47.520><c> the</c><00:07:47.680><c> flange</c><00:07:48.000><c> is</c><00:07:48.160><c> in</c> here as the spans the flange is in here as the spans the flange is in comparison.<00:07:48.880><c> So</c><00:07:49.039><c> we</c><00:07:49.199><c> design</c><00:07:49.440><c> it</c><00:07:49.680><c> as</c><00:07:50.319><c> a</c><00:07:50.560><c> flanged</c> comparison. So we design it as a flanged comparison. So we design it as a flanged section.<00:07:52.319><c> Let's</c><00:07:52.639><c> see</c><00:07:52.800><c> here</c><00:07:53.440><c> if</c><00:07:53.680><c> you</c><00:07:53.840><c> have</c><00:07:54.000><c> a</c> section. Let's see here if you have a section. Let's see here if you have a continuous<00:07:54.720><c> beam.</c><00:07:55.440><c> So</c><00:07:56.080><c> uh</c><00:07:56.240><c> using</c><00:07:56.560><c> the</c><00:07:56.879><c> same</c><00:07:57.599><c> uh</c> continuous beam. So uh using the same uh continuous beam. So uh using the same uh concept<00:07:58.879><c> in</c><00:07:59.199><c> the</c><00:07:59.360><c> previous</c><00:08:00.400><c> slide</c><00:08:00.960><c> we</c><00:08:01.199><c> can</c><00:08:01.360><c> see</c> concept in the previous slide we can see concept in the previous slide we can see that<00:08:01.919><c> okay</c><00:08:02.240><c> in</c><00:08:02.479><c> this</c><00:08:02.720><c> beam</c><00:08:03.599><c> all</c><00:08:04.000><c> these</c><00:08:04.479><c> spans</c> that okay in this beam all these spans that okay in this beam all these spans at<00:08:05.360><c> the</c><00:08:05.599><c> spans</c><00:08:06.400><c> okay</c><00:08:06.879><c> this</c><00:08:07.759><c> tension</c><00:08:08.160><c> will</c><00:08:08.400><c> be</c> at the spans okay this tension will be at the spans okay this tension will be down<00:08:08.800><c> and</c><00:08:09.039><c> the</c><00:08:09.360><c> top</c><00:08:09.599><c> will</c><00:08:09.759><c> be</c><00:08:09.840><c> under</c> down and the top will be under down and the top will be under compression.<00:08:10.639><c> So</c><00:08:10.800><c> all</c><00:08:10.960><c> of</c><00:08:11.039><c> this</c><00:08:11.199><c> will</c><00:08:11.440><c> be</c> compression. So all of this will be compression. So all of this will be designed<00:08:11.840><c> as</c><00:08:12.000><c> a</c><00:08:12.160><c> flange</c><00:08:12.639><c> flange</c><00:08:13.120><c> sections</c> designed as a flange flange sections designed as a flange flange sections okay<00:08:14.720><c> however</c><00:08:15.680><c> at</c><00:08:15.919><c> the</c><00:08:16.160><c> supports</c><00:08:16.560><c> or</c><00:08:16.720><c> above</c> okay however at the supports or above okay however at the supports or above the<00:08:17.280><c> supports</c><00:08:17.759><c> here</c><00:08:18.160><c> you</c><00:08:18.400><c> have</c><00:08:18.479><c> a</c><00:08:18.639><c> tensile</c> the supports here you have a tensile the supports here you have a tensile force<00:08:19.440><c> in</c><00:08:19.680><c> the</c><00:08:19.840><c> flange</c><00:08:20.160><c> so</c><00:08:20.319><c> you</c><00:08:20.479><c> will</c><00:08:20.639><c> neglect</c> force in the flange so you will neglect force in the flange so you will neglect the<00:08:21.120><c> flange</c><00:08:21.360><c> and</c><00:08:21.599><c> will</c><00:08:21.759><c> be</c><00:08:21.919><c> designed</c><00:08:22.240><c> as</c><00:08:22.479><c> a</c> the flange and will be designed as a the flange and will be designed as a rectangular<00:08:23.599><c> section.</c><00:08:24.479><c> Just</c><00:08:24.720><c> be</c><00:08:24.879><c> careful</c><00:08:25.280><c> if</c> rectangular section. Just be careful if rectangular section. Just be careful if you<00:08:25.680><c> have</c><00:08:25.919><c> a</c><00:08:26.240><c> an</c><00:08:26.560><c> inverted</c><00:08:27.039><c> beam</c><00:08:27.520><c> because</c><00:08:27.840><c> if</c> you have a an inverted beam because if you have a an inverted beam because if you<00:08:28.080><c> have</c><00:08:28.160><c> an</c><00:08:28.319><c> inverted</c><00:08:28.720><c> beam</c><00:08:29.199><c> the</c><00:08:29.360><c> slab</c><00:08:29.759><c> will</c> you have an inverted beam the slab will you have an inverted beam the slab will be<00:08:30.080><c> at</c><00:08:30.639><c> the</c><00:08:30.879><c> bottom</c><00:08:31.199><c> and</c><00:08:31.360><c> in</c><00:08:31.599><c> this</c><00:08:31.759><c> case</c><00:08:32.000><c> it</c> be at the bottom and in this case it be at the bottom and in this case it will<00:08:32.399><c> be</c><00:08:32.479><c> opposite</c><00:08:32.880><c> to</c><00:08:33.039><c> what</c><00:08:33.279><c> we</c><00:08:33.519><c> have</c><00:08:33.680><c> here.</c> will be opposite to what we have here. will be opposite to what we have here. Okay.<00:08:35.120><c> But</c><00:08:35.360><c> in</c><00:08:35.599><c> most</c><00:08:35.839><c> cases</c><00:08:36.240><c> you</c><00:08:36.479><c> have</c><00:08:36.640><c> the</c> Okay. But in most cases you have the Okay. But in most cases you have the slab<00:08:37.120><c> is</c><00:08:37.680><c> a</c><00:08:37.839><c> regular</c><00:08:38.240><c> slab</c><00:08:38.560><c> the</c><00:08:38.719><c> slab</c><00:08:39.039><c> is</c><00:08:39.200><c> above</c> slab is a regular slab the slab is above slab is a regular slab the slab is above the<00:08:39.599><c> beam</c><00:08:40.240><c> and</c><00:08:40.479><c> in</c><00:08:40.719><c> this</c><00:08:40.880><c> case</c><00:08:41.120><c> above</c><00:08:41.440><c> the</c> the beam and in this case above the the beam and in this case above the support<00:08:42.080><c> will</c><00:08:42.320><c> be</c><00:08:42.479><c> designed</c><00:08:42.800><c> as</c><00:08:42.959><c> a</c> support will be designed as a support will be designed as a rectangular<00:08:43.599><c> section</c><00:08:44.560><c> and</c><00:08:44.800><c> the</c><00:08:44.959><c> spans</c><00:08:45.519><c> will</c> rectangular section and the spans will rectangular section and the spans will be<00:08:46.000><c> designed</c><00:08:46.480><c> as</c><00:08:47.120><c> flanged</c><00:08:48.000><c> section.</c> be designed as flanged section. be designed as flanged section. Okay.<00:08:50.320><c> So</c><00:08:50.480><c> it</c><00:08:50.640><c> will</c><00:08:50.800><c> come</c><00:08:50.959><c> now</c><00:08:51.200><c> the</c><00:08:51.440><c> question</c> Okay. So it will come now the question Okay. So it will come now the question okay<00:08:52.160><c> if</c><00:08:52.399><c> I</c><00:08:52.640><c> want</c><00:08:52.720><c> to</c><00:08:52.880><c> design</c><00:08:53.200><c> a</c><00:08:53.360><c> section</c><00:08:53.600><c> as</c><00:08:53.760><c> a</c> okay if I want to design a section as a okay if I want to design a section as a flanged<00:08:54.320><c> section</c><00:08:54.720><c> what</c><00:08:54.880><c> will</c><00:08:55.040><c> be</c><00:08:55.200><c> the</c><00:08:55.360><c> width</c> flanged section what will be the width flanged section what will be the width of<00:08:55.760><c> the</c><00:08:55.920><c> flange</c><00:08:56.640><c> okay</c><00:08:56.959><c> what</c><00:08:57.200><c> will</c><00:08:57.360><c> be</c><00:08:57.519><c> this</c><00:08:58.320><c> B</c> of the flange okay what will be this B of the flange okay what will be this B flange<00:08:59.600><c> for</c><00:08:59.839><c> the</c><00:09:00.000><c> section</c><00:09:00.320><c> we</c><00:09:00.640><c> have</c><00:09:01.200><c> B</c><00:09:01.600><c> web</c> flange for the section we have B web flange for the section we have B web this<00:09:02.399><c> is</c><00:09:02.560><c> for</c><00:09:03.120><c> the</c><00:09:03.360><c> beam</c><00:09:03.760><c> here</c><00:09:04.080><c> the</c><00:09:04.399><c> web</c><00:09:04.959><c> and</c> this is for the beam here the web and this is for the beam here the web and the<00:09:05.440><c> top</c><00:09:05.680><c> here</c><00:09:05.920><c> we</c><00:09:06.080><c> call</c><00:09:06.160><c> it</c><00:09:06.320><c> B</c><00:09:06.560><c> flange</c><00:09:06.959><c> how</c> the top here we call it B flange how the top here we call it B flange how much<00:09:07.279><c> it</c><00:09:07.440><c> will</c><00:09:07.600><c> be</c><00:09:07.760><c> this</c><00:09:08.080><c> B</c><00:09:08.320><c> flange</c><00:09:08.800><c> according</c> much it will be this B flange according much it will be this B flange according to<00:09:09.279><c> the</c><00:09:09.440><c> bridge</c><00:09:09.839><c> standard</c><00:09:11.040><c> for</c><00:09:11.360><c> T</c><00:09:11.600><c> beams</c><00:09:12.320><c> okay</c> to the bridge standard for T beams okay to the bridge standard for T beams okay when<00:09:12.800><c> you</c><00:09:12.959><c> have</c><00:09:13.200><c> flanges</c><00:09:14.399><c> flange</c><00:09:14.800><c> from</c><00:09:15.040><c> both</c> when you have flanges flange from both when you have flanges flange from both sides<00:09:16.000><c> the</c><00:09:16.240><c> B</c><00:09:16.399><c> flange</c><00:09:16.959><c> equals</c><00:09:17.519><c> B</c><00:09:17.760><c> web</c><00:09:18.480><c> okay</c> sides the B flange equals B web okay sides the B flange equals B web okay plus<00:09:19.920><c> something</c><00:09:20.399><c> called</c><00:09:20.800><c> LZ</c><00:09:21.600><c> over</c><00:09:22.000><c> 5.</c><00:09:22.480><c> We</c><00:09:22.640><c> will</c> plus something called LZ over 5. We will plus something called LZ over 5. We will see<00:09:22.880><c> what</c><00:09:23.120><c> is</c><00:09:23.279><c> LZ</c><00:09:24.240><c> in</c><00:09:24.480><c> a</c><00:09:24.640><c> few</c><00:09:24.959><c> in</c><00:09:25.120><c> few</c><00:09:25.360><c> seconds.</c> see what is LZ in a few in few seconds. see what is LZ in a few in few seconds. In<00:09:27.200><c> a</c><00:09:27.360><c> case</c><00:09:27.519><c> if</c><00:09:27.760><c> you</c><00:09:27.839><c> have</c><00:09:28.000><c> a</c><00:09:28.160><c> flanged</c><00:09:29.120><c> section</c> In a case if you have a flanged section In a case if you have a flanged section but<00:09:30.399><c> it</c><00:09:30.640><c> is</c><00:09:31.040><c> we</c><00:09:31.360><c> called</c><00:09:31.600><c> it</c><00:09:31.920><c> L</c><00:09:32.320><c> beam</c><00:09:32.640><c> when</c><00:09:32.880><c> you</c> but it is we called it L beam when you but it is we called it L beam when you have<00:09:33.120><c> a</c><00:09:33.279><c> flange</c><00:09:33.680><c> only</c><00:09:33.920><c> from</c><00:09:34.240><c> one</c><00:09:34.480><c> side.</c><00:09:35.200><c> So</c><00:09:35.360><c> the</c> have a flange only from one side. So the have a flange only from one side. So the B<00:09:35.760><c> flange</c><00:09:36.160><c> in</c><00:09:36.399><c> this</c><00:09:36.560><c> case</c><00:09:36.880><c> equals</c><00:09:37.760><c> B</c><00:09:38.000><c> web</c><00:09:38.800><c> plus</c> B flange in this case equals B web plus B flange in this case equals B web plus LZ<00:09:39.760><c> /</c><00:09:40.080><c> 10.</c><00:09:40.320><c> So</c><00:09:40.480><c> the</c><00:09:40.720><c> the</c><00:09:41.040><c> difference</c><00:09:41.279><c> between</c> LZ / 10. So the the difference between LZ / 10. So the the difference between these<00:09:42.160><c> T</c><00:09:42.399><c> beams</c><00:09:42.720><c> and</c><00:09:42.880><c> L</c><00:09:43.200><c> beams</c><00:09:44.000><c> here</c><00:09:44.240><c> it</c><00:09:44.399><c> is</c><00:09:44.560><c> LZ</c> these T beams and L beams here it is LZ these T beams and L beams here it is LZ over<00:09:45.440><c> 5</c><00:09:45.680><c> and</c><00:09:45.839><c> here</c><00:09:46.080><c> it</c><00:09:46.320><c> is</c><00:09:46.480><c> LZ</c><00:09:47.040><c> over</c><00:09:47.839><c> 10.</c><00:09:48.320><c> So</c><00:09:48.480><c> in</c> over 5 and here it is LZ over 10. So in over 5 and here it is LZ over 10. So in case<00:09:48.880><c> of</c><00:09:49.040><c> T</c><00:09:49.279><c> beam</c><00:09:49.600><c> you</c><00:09:49.760><c> have</c><00:09:49.920><c> B</c><00:09:50.160><c> flange</c><00:09:50.560><c> is</c> case of T beam you have B flange is case of T beam you have B flange is greater<00:09:51.120><c> than</c><00:09:51.279><c> the</c><00:09:51.519><c> B</c><00:09:52.000><c> flange</c><00:09:52.480><c> in</c><00:09:52.720><c> the</c><00:09:52.880><c> case</c><00:09:53.040><c> of</c> greater than the B flange in the case of greater than the B flange in the case of L<00:09:53.920><c> beam.</c><00:09:54.240><c> So</c><00:09:54.399><c> what</c><00:09:54.720><c> is</c><00:09:54.880><c> this</c><00:09:55.120><c> LZ?</c><00:09:56.160><c> LZ</c><00:09:56.640><c> is</c><00:09:56.880><c> the</c> L beam. So what is this LZ? LZ is the L beam. So what is this LZ? LZ is the distance<00:09:57.440><c> between</c><00:09:57.920><c> points</c><00:09:58.240><c> of</c><00:09:58.480><c> zero</c><00:09:58.800><c> moments.</c> distance between points of zero moments. distance between points of zero moments. If<00:10:00.000><c> you</c><00:10:00.080><c> have</c><00:10:00.240><c> a</c><00:10:00.399><c> beam</c><00:10:00.720><c> let's</c><00:10:00.959><c> say</c><00:10:01.200><c> simply</c> If you have a beam let's say simply If you have a beam let's say simply supported<00:10:02.160><c> beam.</c><00:10:02.640><c> So</c><00:10:02.800><c> the</c><00:10:03.040><c> bending</c><00:10:03.360><c> moment</c><00:10:04.000><c> LZ</c> supported beam. So the bending moment LZ supported beam. So the bending moment LZ will<00:10:04.640><c> be</c><00:10:04.800><c> equal</c><00:10:05.040><c> to</c><00:10:05.200><c> the</c><00:10:05.360><c> L</c><00:10:05.680><c> because</c><00:10:06.160><c> all</c> will be equal to the L because all will be equal to the L because all positive<00:10:06.800><c> moment</c><00:10:07.440><c> from</c><00:10:07.680><c> the</c><00:10:07.839><c> support</c><00:10:08.160><c> to</c><00:10:08.320><c> the</c> positive moment from the support to the positive moment from the support to the support.<00:10:08.959><c> So</c><00:10:09.040><c> the</c><00:10:09.200><c> LZ</c><00:10:09.760><c> in</c><00:10:09.920><c> this</c><00:10:10.160><c> case</c><00:10:10.720><c> will</c><00:10:10.959><c> be</c> support. So the LZ in this case will be support. So the LZ in this case will be equals<00:10:11.680><c> to</c><00:10:11.839><c> this</c><00:10:12.160><c> band</c><00:10:12.399><c> the</c><00:10:12.560><c> L.</c><00:10:13.200><c> In</c><00:10:13.440><c> case</c><00:10:13.600><c> of</c> equals to this band the L. In case of equals to this band the L. In case of continuous<00:10:14.399><c> beams</c><00:10:15.120><c> the</c><00:10:15.360><c> LZ</c><00:10:15.839><c> will</c><00:10:16.000><c> be</c><00:10:16.160><c> less</c> continuous beams the LZ will be less continuous beams the LZ will be less because<00:10:16.640><c> you</c><00:10:16.800><c> have</c><00:10:17.040><c> part</c><00:10:17.279><c> is</c><00:10:17.519><c> under</c><00:10:18.160><c> negative</c> because you have part is under negative because you have part is under negative moment<00:10:19.040><c> part</c><00:10:19.279><c> is</c><00:10:19.519><c> positive</c><00:10:19.839><c> moment.</c><00:10:20.560><c> So</c><00:10:20.720><c> the</c> moment part is positive moment. So the moment part is positive moment. So the distance<00:10:21.279><c> between</c><00:10:21.519><c> the</c><00:10:21.760><c> zero</c><00:10:22.079><c> moments</c><00:10:22.480><c> will</c> distance between the zero moments will distance between the zero moments will be<00:10:22.800><c> less.</c><00:10:23.519><c> So</c><00:10:23.680><c> in</c><00:10:24.000><c> if</c><00:10:24.320><c> you</c><00:10:24.480><c> have</c><00:10:25.519><c> a</c><00:10:25.760><c> section</c><00:10:26.079><c> in</c> be less. So in if you have a section in be less. So in if you have a section in continuous<00:10:26.880><c> beam</c><00:10:27.519><c> LZ</c><00:10:28.079><c> will</c><00:10:28.240><c> be</c><00:10:28.399><c> taken</c><00:10:28.640><c> as</c><00:10:29.200><c> 7</c><00:10:29.600><c> L.</c> continuous beam LZ will be taken as 7 L. continuous beam LZ will be taken as 7 L. If<00:10:30.240><c> you</c><00:10:30.399><c> have</c><00:10:30.480><c> a</c><00:10:30.640><c> simply</c><00:10:31.040><c> supported</c><00:10:31.440><c> beam</c><00:10:31.760><c> the</c> If you have a simply supported beam the If you have a simply supported beam the LZ<00:10:32.399><c> equals</c><00:10:32.880><c> to</c><00:10:33.279><c> L</c><00:10:33.680><c> just</c><00:10:33.839><c> you</c><00:10:34.079><c> put</c><00:10:34.240><c> the</c><00:10:34.399><c> LZ</c><00:10:34.880><c> here</c> LZ equals to L just you put the LZ here LZ equals to L just you put the LZ here or<00:10:35.440><c> that</c><00:10:35.600><c> in</c><00:10:35.760><c> this</c><00:10:36.000><c> equation</c><00:10:37.200><c> you</c><00:10:37.360><c> will</c><00:10:37.519><c> be</c> or that in this equation you will be or that in this equation you will be able<00:10:37.839><c> to</c><00:10:38.000><c> find</c><00:10:38.240><c> the</c><00:10:38.480><c> B</c><00:10:39.120><c> flange.</c><00:10:40.000><c> Okay.</c> able to find the B flange. Okay. able to find the B flange. Okay. So<00:10:42.800><c> how</c><00:10:43.040><c> to</c><00:10:43.200><c> transfer</c><00:10:43.839><c> loads</c><00:10:44.399><c> from</c><00:10:44.720><c> slabs</c><00:10:45.200><c> to</c> So how to transfer loads from slabs to So how to transfer loads from slabs to beams?<00:10:46.240><c> If</c><00:10:46.399><c> you</c><00:10:46.560><c> want</c><00:10:46.720><c> to</c><00:10:46.880><c> design</c><00:10:47.200><c> a</c><00:10:47.440><c> beam,</c><00:10:47.839><c> you</c> beams? If you want to design a beam, you beams? If you want to design a beam, you need<00:10:48.079><c> to</c><00:10:48.240><c> find</c><00:10:48.399><c> the</c><00:10:48.560><c> load</c><00:10:48.880><c> on</c><00:10:49.600><c> this</c><00:10:49.920><c> beam</c><00:10:51.200><c> and</c> need to find the load on this beam and need to find the load on this beam and then<00:10:51.680><c> you</c><00:10:51.920><c> make</c><00:10:52.640><c> some</c><00:10:52.959><c> structural</c><00:10:53.440><c> analysis</c> then you make some structural analysis then you make some structural analysis to<00:10:54.079><c> find</c><00:10:54.160><c> the</c><00:10:54.399><c> bending</c><00:10:54.720><c> moment</c><00:10:55.040><c> and</c><00:10:55.279><c> sheer</c> to find the bending moment and sheer to find the bending moment and sheer forces.<00:10:56.000><c> Then</c><00:10:56.240><c> you</c><00:10:56.399><c> go</c><00:10:56.880><c> uh</c><00:10:57.040><c> for</c><00:10:57.279><c> the</c><00:10:57.519><c> design</c> forces. Then you go uh for the design forces. Then you go uh for the design steps.<00:10:58.800><c> So</c><00:10:58.959><c> the</c><00:10:59.200><c> first</c><00:10:59.440><c> thing</c><00:10:59.760><c> is</c><00:11:00.079><c> to</c><00:11:00.320><c> find</c><00:11:00.560><c> the</c> steps. So the first thing is to find the steps. So the first thing is to find the loads.<00:11:01.360><c> Okay,</c><00:11:01.680><c> you</c><00:11:01.839><c> cannot</c><00:11:02.160><c> find</c><00:11:02.320><c> the</c><00:11:02.480><c> bending</c> loads. Okay, you cannot find the bending loads. Okay, you cannot find the bending moment<00:11:03.200><c> and</c><00:11:03.440><c> shear</c><00:11:03.760><c> forces</c><00:11:04.160><c> without</c><00:11:04.560><c> finding</c> moment and shear forces without finding moment and shear forces without finding the<00:11:05.120><c> load.</c><00:11:05.600><c> So</c><00:11:06.160><c> to</c><00:11:06.399><c> find</c><00:11:06.560><c> the</c><00:11:06.800><c> loads</c><00:11:07.600><c> uh</c> the load. So to find the loads uh the load. So to find the loads uh usually<00:11:08.320><c> beams</c><00:11:08.800><c> are</c><00:11:09.040><c> supporting</c><00:11:09.600><c> different</c> usually beams are supporting different usually beams are supporting different types<00:11:10.160><c> of</c><00:11:10.399><c> loads.</c><00:11:11.120><c> Loads</c><00:11:11.680><c> from</c><00:11:11.920><c> the</c><00:11:12.079><c> slabs,</c> types of loads. Loads from the slabs, types of loads. Loads from the slabs, loads<00:11:13.360><c> from</c><00:11:13.680><c> walls,</c><00:11:14.640><c> self</c><00:11:14.959><c> weight</c><00:11:15.200><c> of</c><00:11:15.440><c> the</c><00:11:16.000><c> uh</c> loads from walls, self weight of the uh loads from walls, self weight of the uh beam<00:11:16.560><c> itself.</c><00:11:17.440><c> Okay.</c><00:11:18.240><c> So</c><00:11:18.560><c> first</c><00:11:18.880><c> thing</c><00:11:19.040><c> is</c><00:11:19.279><c> the</c> beam itself. Okay. So first thing is the beam itself. Okay. So first thing is the load<00:11:20.000><c> from</c><00:11:20.560><c> slabs.</c><00:11:21.360><c> Okay.</c><00:11:21.839><c> We</c><00:11:22.079><c> have</c><00:11:22.240><c> two</c> load from slabs. Okay. We have two load from slabs. Okay. We have two different<00:11:22.800><c> types</c><00:11:23.120><c> of</c><00:11:23.360><c> slaps</c><00:11:24.000><c> as</c><00:11:24.240><c> we</c><00:11:24.880><c> uh</c><00:11:26.000><c> know.</c> different types of slaps as we uh know. different types of slaps as we uh know. One<00:11:27.040><c> way</c><00:11:27.279><c> slaps</c><00:11:27.920><c> when</c><00:11:28.240><c> the</c><00:11:28.880><c> ly</c><00:11:29.600><c> the</c><00:11:30.160><c> long</c><00:11:30.560><c> side</c> One way slaps when the ly the long side One way slaps when the ly the long side divided<00:11:31.279><c> by</c><00:11:31.440><c> the</c><00:11:31.680><c> short</c><00:11:31.920><c> side</c><00:11:32.240><c> is</c><00:11:32.480><c> greater</c> divided by the short side is greater divided by the short side is greater than<00:11:33.120><c> two.</c><00:11:34.079><c> In</c><00:11:34.320><c> this</c><00:11:34.560><c> case</c><00:11:34.959><c> it</c><00:11:35.200><c> is</c><00:11:35.360><c> easy</c><00:11:35.600><c> to</c> than two. In this case it is easy to than two. In this case it is easy to transfer<00:11:36.240><c> the</c><00:11:36.480><c> load</c><00:11:36.720><c> because</c><00:11:36.959><c> for</c><00:11:37.120><c> the</c><00:11:37.279><c> one</c> transfer the load because for the one transfer the load because for the one way<00:11:37.680><c> we</c><00:11:37.920><c> assume</c><00:11:38.160><c> that</c><00:11:38.399><c> the</c><00:11:38.560><c> load</c><00:11:38.800><c> will</c><00:11:38.959><c> be</c> way we assume that the load will be way we assume that the load will be transferred<00:11:39.600><c> only</c><00:11:39.839><c> in</c><00:11:40.000><c> the</c><00:11:40.160><c> short</c><00:11:40.399><c> direction.</c> transferred only in the short direction. transferred only in the short direction. So<00:11:41.839><c> how</c><00:11:42.079><c> to</c><00:11:42.320><c> do</c><00:11:42.399><c> that?</c><00:11:42.720><c> We</c><00:11:42.959><c> take</c><00:11:43.519><c> uh</c><00:11:43.760><c> make</c><00:11:43.920><c> a</c> So how to do that? We take uh make a So how to do that? We take uh make a line<00:11:44.320><c> here</c><00:11:44.720><c> at</c><00:11:45.200><c> the</c><00:11:45.440><c> middle</c><00:11:45.680><c> of</c><00:11:45.920><c> the</c><00:11:46.079><c> short</c> line here at the middle of the short line here at the middle of the short direction<00:11:47.680><c> and</c><00:11:48.079><c> then</c><00:11:49.120><c> this</c><00:11:49.519><c> part</c><00:11:49.839><c> of</c><00:11:50.079><c> the</c><00:11:50.640><c> uh</c> direction and then this part of the uh direction and then this part of the uh load<00:11:51.120><c> above</c><00:11:51.519><c> this</c><00:11:52.079><c> line</c><00:11:52.399><c> here</c><00:11:52.640><c> will</c><00:11:52.880><c> go</c><00:11:53.040><c> to</c><00:11:53.279><c> the</c> load above this line here will go to the load above this line here will go to the long<00:11:53.760><c> beam</c><00:11:54.079><c> here.</c><00:11:54.720><c> This</c><00:11:55.040><c> part</c><00:11:55.279><c> here</c><00:11:55.600><c> the</c> long beam here. This part here the long beam here. This part here the bottom<00:11:56.079><c> part</c><00:11:56.240><c> will</c><00:11:56.480><c> go</c><00:11:56.640><c> to</c><00:11:56.720><c> the</c><00:11:56.880><c> long</c><00:11:57.120><c> beam.</c><00:11:57.600><c> In</c> bottom part will go to the long beam. In bottom part will go to the long beam. In this<00:11:57.920><c> case</c><00:11:58.079><c> the</c><00:11:58.320><c> short</c><00:11:58.560><c> beams</c><00:11:58.959><c> are</c><00:11:59.120><c> not</c> this case the short beams are not this case the short beams are not supporting<00:11:59.760><c> any</c><00:12:00.000><c> load</c><00:12:00.320><c> from</c><00:12:00.880><c> the</c><00:12:01.120><c> slab.</c><00:12:01.760><c> Okay.</c> supporting any load from the slab. Okay. supporting any load from the slab. Okay. How<00:12:02.560><c> to</c><00:12:02.720><c> do</c><00:12:02.880><c> that?</c><00:12:03.440><c> We</c><00:12:03.600><c> take</c><00:12:03.839><c> this</c><00:12:04.079><c> area</c><00:12:04.399><c> here</c> How to do that? We take this area here How to do that? We take this area here and<00:12:05.440><c> this</c><00:12:05.680><c> is</c><00:12:05.839><c> the</c><00:12:06.079><c> beam</c><00:12:06.320><c> that</c><00:12:06.560><c> we</c><00:12:06.720><c> are</c> and this is the beam that we are and this is the beam that we are designing<00:12:07.440><c> now.</c><00:12:07.760><c> This</c><00:12:08.000><c> is</c><00:12:08.160><c> the</c><00:12:08.320><c> beam.</c><00:12:09.120><c> Okay,</c> designing now. This is the beam. Okay, designing now. This is the beam. Okay, you<00:12:09.600><c> have</c><00:12:09.680><c> a</c><00:12:09.920><c> support</c><00:12:10.160><c> here,</c><00:12:10.480><c> a</c><00:12:10.639><c> support</c><00:12:11.040><c> here</c> you have a support here, a support here you have a support here, a support here and<00:12:11.760><c> this</c><00:12:11.920><c> will</c><00:12:12.079><c> be</c><00:12:12.240><c> the</c><00:12:12.399><c> area</c><00:12:13.040><c> carried</c><00:12:13.440><c> on</c> and this will be the area carried on and this will be the area carried on this<00:12:13.839><c> beam.</c><00:12:14.399><c> Area</c><00:12:14.800><c> one</c><00:12:15.040><c> here.</c><00:12:15.680><c> It</c><00:12:15.839><c> will</c><00:12:16.000><c> be</c><00:12:16.079><c> the</c> this beam. Area one here. It will be the this beam. Area one here. It will be the same<00:12:16.480><c> area</c><00:12:16.720><c> that</c><00:12:16.959><c> you</c><00:12:17.120><c> have</c><00:12:17.279><c> it</c><00:12:17.440><c> here.</c><00:12:17.920><c> So</c><00:12:18.160><c> how</c> same area that you have it here. So how same area that you have it here. So how much<00:12:18.480><c> is</c><00:12:18.639><c> the</c><00:12:18.800><c> height</c><00:12:19.120><c> here?</c><00:12:19.360><c> The</c><00:12:19.600><c> height</c><00:12:19.839><c> it</c> much is the height here? The height it much is the height here? The height it will<00:12:20.160><c> be</c><00:12:20.399><c> equal</c><00:12:20.720><c> to</c><00:12:20.959><c> the</c><00:12:21.200><c> lx</c><00:12:21.920><c> /2</c><00:12:22.800><c> the</c><00:12:23.120><c> short</c> will be equal to the lx /2 the short will be equal to the lx /2 the short span<00:12:24.000><c> divided</c><00:12:24.480><c> by</c><00:12:24.720><c> two</c><00:12:24.959><c> because</c><00:12:25.279><c> we</c><00:12:25.519><c> always</c> span divided by two because we always span divided by two because we always divide<00:12:26.240><c> the</c><00:12:26.480><c> short</c><00:12:27.200><c> span.</c><00:12:27.839><c> Okay.</c><00:12:28.240><c> So</c><00:12:28.399><c> if</c><00:12:28.560><c> you</c> divide the short span. Okay. So if you divide the short span. Okay. So if you want<00:12:28.800><c> to</c><00:12:28.959><c> find</c><00:12:29.120><c> the</c><00:12:29.360><c> load</c><00:12:29.600><c> here,</c><00:12:30.320><c> okay,</c><00:12:31.519><c> it</c><00:12:31.760><c> is</c> want to find the load here, okay, it is want to find the load here, okay, it is easy.<00:12:32.639><c> If</c><00:12:32.880><c> you</c><00:12:33.040><c> have</c><00:12:33.279><c> a</c><00:12:33.519><c> load</c><00:12:33.760><c> on</c><00:12:34.000><c> the</c><00:12:34.399><c> beam</c><00:12:34.959><c> n</c> easy. If you have a load on the beam n easy. If you have a load on the beam n or<00:12:35.680><c> w</c><00:12:36.079><c> equals</c><00:12:36.639><c> any</c><00:12:36.959><c> value</c><00:12:37.279><c> kon</c><00:12:37.920><c> per</c><00:12:38.079><c> meter</c> or w equals any value kon per meter or w equals any value kon per meter squared.<00:12:38.959><c> This</c><00:12:39.120><c> is</c><00:12:39.279><c> the</c><00:12:39.440><c> load</c><00:12:39.600><c> on</c><00:12:39.839><c> the</c><00:12:40.160><c> slab</c> squared. This is the load on the slab squared. This is the load on the slab total<00:12:42.079><c> load.</c><00:12:42.480><c> So</c><00:12:42.720><c> how</c><00:12:42.880><c> to</c><00:12:43.040><c> find</c><00:12:43.279><c> the</c><00:12:43.600><c> load</c><00:12:43.839><c> on</c> total load. So how to find the load on total load. So how to find the load on the<00:12:44.160><c> beam</c><00:12:44.399><c> kon</c><00:12:45.040><c> per</c><00:12:45.279><c> meter.</c><00:12:46.000><c> So</c><00:12:46.079><c> it</c><00:12:46.320><c> equals</c> the beam kon per meter. So it equals the beam kon per meter. So it equals this<00:12:47.839><c> length</c><00:12:48.320><c> this</c><00:12:48.560><c> height</c><00:12:48.959><c> here</c><00:12:49.279><c> multiplied</c> this length this height here multiplied this length this height here multiplied by<00:12:50.160><c> n.</c><00:12:50.720><c> So</c><00:12:51.040><c> the</c><00:12:51.360><c> w</c><00:12:52.079><c> equals</c><00:12:52.720><c> n</c><00:12:53.200><c> kon</c><00:12:53.839><c> per</c><00:12:54.079><c> meter</c> by n. So the w equals n kon per meter by n. So the w equals n kon per meter squared<00:12:55.279><c> times</c><00:12:56.079><c> length</c><00:12:56.560><c> per</c><00:12:56.800><c> meter.</c><00:12:57.200><c> So</c><00:12:57.279><c> it</c> squared times length per meter. So it squared times length per meter. So it will<00:12:57.600><c> be</c><00:12:57.680><c> only</c><00:12:57.920><c> kon</c><00:12:58.480><c> per</c><00:12:58.720><c> meter.</c><00:12:59.120><c> So</c><00:12:59.279><c> this</c><00:12:59.519><c> will</c> will be only kon per meter. So this will will be only kon per meter. So this will give<00:12:59.839><c> you</c><00:13:00.000><c> the</c><00:13:00.240><c> load.</c><00:13:00.480><c> Once</c><00:13:00.720><c> you</c><00:13:00.880><c> have</c><00:13:00.959><c> the</c> give you the load. Once you have the give you the load. Once you have the load<00:13:01.360><c> here</c><00:13:02.000><c> kilon</c><00:13:02.399><c> newton</c><00:13:02.639><c> per</c><00:13:02.880><c> meter</c><00:13:03.120><c> you'll</c> load here kilon newton per meter you'll load here kilon newton per meter you'll be<00:13:03.519><c> able</c><00:13:03.680><c> to</c><00:13:03.760><c> get</c><00:13:03.920><c> the</c><00:13:04.320><c> concentrated</c><00:13:04.959><c> load.</c><00:13:05.360><c> If</c> be able to get the concentrated load. If be able to get the concentrated load. If you<00:13:05.600><c> want</c><00:13:05.680><c> to</c><00:13:05.839><c> get</c><00:13:06.000><c> the</c><00:13:06.160><c> resultant</c><00:13:06.639><c> you</c><00:13:06.800><c> can</c> you want to get the resultant you can you want to get the resultant you can get<00:13:07.120><c> the</c><00:13:07.279><c> reaction</c><00:13:07.600><c> you</c><00:13:07.680><c> can</c><00:13:07.839><c> draw</c><00:13:08.000><c> the</c><00:13:08.160><c> shear</c> get the reaction you can draw the shear get the reaction you can draw the shear and<00:13:08.560><c> the</c><00:13:08.639><c> bending</c><00:13:09.040><c> moment</c><00:13:09.279><c> in</c><00:13:09.519><c> this</c><00:13:09.680><c> case.</c><00:13:10.160><c> So</c> and the bending moment in this case. So and the bending moment in this case. So in<00:13:10.480><c> one</c><00:13:10.720><c> way</c><00:13:11.040><c> slabs</c><00:13:11.360><c> it</c><00:13:11.519><c> is</c><00:13:11.680><c> easy</c><00:13:12.399><c> all</c><00:13:12.639><c> the</c><00:13:12.880><c> load</c> in one way slabs it is easy all the load in one way slabs it is easy all the load will<00:13:13.440><c> be</c><00:13:13.600><c> going</c><00:13:13.839><c> to</c><00:13:14.079><c> the</c><00:13:14.240><c> long</c><00:13:14.560><c> beams</c><00:13:15.200><c> because</c> will be going to the long beams because will be going to the long beams because the<00:13:15.680><c> loads</c><00:13:16.000><c> goes</c><00:13:16.240><c> in</c><00:13:16.480><c> the</c><00:13:16.639><c> short</c><00:13:17.040><c> span</c><00:13:18.000><c> of</c><00:13:18.240><c> the</c> the loads goes in the short span of the the loads goes in the short span of the slab.<00:13:19.279><c> So</c><00:13:19.440><c> it</c><00:13:19.680><c> will</c><00:13:19.839><c> go</c><00:13:19.920><c> to</c><00:13:20.079><c> the</c><00:13:20.240><c> long</c><00:13:20.399><c> beam</c> slab. So it will go to the long beam slab. So it will go to the long beam here<00:13:20.959><c> the</c><00:13:21.120><c> long</c><00:13:21.279><c> beam</c><00:13:21.600><c> here.</c><00:13:22.160><c> This</c><00:13:22.320><c> beam</c><00:13:22.639><c> and</c> here the long beam here. This beam and here the long beam here. This beam and this<00:13:23.040><c> beam</c><00:13:23.680><c> will</c><00:13:24.000><c> not</c><00:13:24.160><c> take</c><00:13:24.399><c> any</c><00:13:24.639><c> load</c><00:13:24.959><c> from</c> this beam will not take any load from this beam will not take any load from the<00:13:25.440><c> slab.</c><00:13:26.560><c> How</c><00:13:26.800><c> about</c><00:13:27.440><c> two-way</c><00:13:28.079><c> slabs?</c><00:13:28.880><c> In</c> the slab. How about two-way slabs? In the slab. How about two-way slabs? In two<00:13:29.360><c> way</c><00:13:29.519><c> slaps</c><00:13:30.079><c> you</c><00:13:30.240><c> have</c><00:13:30.399><c> the</c><00:13:30.639><c> l</c><00:13:30.880><c> y</c><00:13:31.600><c> over</c><00:13:32.000><c> lx</c> two way slaps you have the l y over lx two way slaps you have the l y over lx is<00:13:33.200><c> less</c><00:13:33.440><c> than</c><00:13:33.600><c> or</c><00:13:33.839><c> equals</c><00:13:34.320><c> to.</c><00:13:34.639><c> So</c><00:13:34.880><c> how</c><00:13:35.120><c> to</c> is less than or equals to. So how to is less than or equals to. So how to transfer<00:13:35.760><c> the</c><00:13:35.920><c> load</c><00:13:36.240><c> in</c><00:13:36.399><c> this</c><00:13:36.560><c> case?</c><00:13:37.839><c> First</c><00:13:38.079><c> of</c> transfer the load in this case? First of transfer the load in this case? First of all<00:13:38.480><c> you</c><00:13:38.720><c> have</c><00:13:38.880><c> to</c><00:13:39.360><c> make</c><00:13:39.839><c> inclined</c><00:13:40.399><c> lines</c><00:13:40.800><c> at</c> all you have to make inclined lines at all you have to make inclined lines at 45°<00:13:42.399><c> from</c><00:13:42.639><c> all</c><00:13:42.880><c> the</c><00:13:43.120><c> corners</c><00:13:43.839><c> and</c><00:13:44.079><c> then</c><00:13:44.320><c> they</c> 45° from all the corners and then they 45° from all the corners and then they will<00:13:44.720><c> need</c><00:13:44.880><c> to</c><00:13:45.040><c> intersect</c><00:13:45.519><c> at</c><00:13:45.760><c> one</c><00:13:45.920><c> point.</c> will need to intersect at one point. will need to intersect at one point. Then<00:13:46.720><c> you</c><00:13:47.120><c> connect</c><00:13:47.519><c> these</c><00:13:47.760><c> two</c><00:13:48.000><c> points.</c><00:13:48.399><c> You</c> Then you connect these two points. You Then you connect these two points. You can<00:13:48.800><c> see</c><00:13:48.959><c> here</c><00:13:49.200><c> that</c><00:13:50.480><c> you</c><00:13:50.720><c> will</c><00:13:50.959><c> have</c><00:13:51.920><c> part</c> can see here that you will have part can see here that you will have part will<00:13:52.480><c> be</c><00:13:52.560><c> like</c><00:13:52.800><c> trapezoid</c><00:13:53.600><c> the</c><00:13:53.839><c> loads</c><00:13:54.240><c> and</c><00:13:54.480><c> you</c> will be like trapezoid the loads and you will be like trapezoid the loads and you have<00:13:55.600><c> triangle</c><00:13:56.079><c> loads.</c><00:13:56.480><c> As</c><00:13:56.720><c> you</c><00:13:56.880><c> can</c><00:13:56.959><c> see</c><00:13:57.519><c> for</c> have triangle loads. As you can see for have triangle loads. As you can see for the<00:13:57.920><c> trapezidal</c><00:13:58.560><c> load</c><00:13:59.120><c> this</c><00:13:59.440><c> part</c><00:13:59.680><c> at</c><00:13:59.920><c> the</c> the trapezidal load this part at the the trapezidal load this part at the bottom<00:14:00.399><c> will</c><00:14:00.720><c> go</c><00:14:00.880><c> to</c><00:14:01.360><c> the</c><00:14:02.079><c> uh</c><00:14:02.399><c> bottom</c><00:14:02.720><c> beam.</c> bottom will go to the uh bottom beam. bottom will go to the uh bottom beam. The<00:14:03.920><c> bottom</c><00:14:04.240><c> long</c><00:14:04.480><c> beam</c><00:14:04.800><c> here</c><00:14:05.360><c> the</c><00:14:05.680><c> top</c> The bottom long beam here the top The bottom long beam here the top trapezoid<00:14:06.560><c> will</c><00:14:06.720><c> go</c><00:14:06.880><c> to</c><00:14:07.040><c> the</c><00:14:07.279><c> top</c><00:14:07.519><c> long</c><00:14:07.839><c> beam</c> trapezoid will go to the top long beam trapezoid will go to the top long beam as<00:14:08.639><c> you</c><00:14:08.800><c> can</c><00:14:08.959><c> see.</c><00:14:09.600><c> And</c><00:14:09.760><c> then</c><00:14:10.320><c> you</c><00:14:10.639><c> have</c><00:14:11.279><c> uh</c> as you can see. And then you have uh as you can see. And then you have uh triangle<00:14:12.320><c> part</c><00:14:12.639><c> will</c><00:14:12.880><c> go</c><00:14:13.040><c> to</c><00:14:13.199><c> the</c><00:14:13.760><c> short</c><00:14:14.079><c> beam.</c> triangle part will go to the short beam. triangle part will go to the short beam. How<00:14:14.720><c> much</c><00:14:14.880><c> is</c><00:14:15.120><c> this</c><00:14:15.279><c> height</c><00:14:15.680><c> here?</c><00:14:16.079><c> It</c><00:14:16.240><c> is</c> How much is this height here? It is How much is this height here? It is always<00:14:16.959><c> lx</c><00:14:17.600><c> /2.</c><00:14:18.639><c> The</c><00:14:18.800><c> same</c><00:14:18.959><c> here</c><00:14:19.279><c> because</c><00:14:19.519><c> this</c> always lx /2. The same here because this always lx /2. The same here because this is<00:14:19.920><c> 45°</c><00:14:20.880><c> the</c><00:14:21.120><c> angle.</c><00:14:21.519><c> So</c><00:14:22.079><c> this</c><00:14:22.399><c> distance</c><00:14:22.880><c> equal</c> is 45° the angle. So this distance equal is 45° the angle. So this distance equal to<00:14:23.440><c> this</c><00:14:23.680><c> distance.</c><00:14:24.079><c> So</c><00:14:24.240><c> the</c><00:14:24.399><c> height</c><00:14:24.639><c> here</c><00:14:24.800><c> it</c> to this distance. So the height here it to this distance. So the height here it is<00:14:25.120><c> lx</c><00:14:25.600><c> over2.</c><00:14:25.920><c> to</c><00:14:26.079><c> the</c><00:14:26.160><c> height</c><00:14:26.399><c> here</c><00:14:26.560><c> l</c><00:14:26.800><c> x</c><00:14:27.040><c> /</c><00:14:27.279><c> 2.</c> is lx over2. to the height here l x / 2. is lx over2. to the height here l x / 2. How<00:14:27.920><c> much</c><00:14:28.079><c> is</c><00:14:28.320><c> this</c><00:14:28.560><c> distance</c><00:14:29.040><c> between</c><00:14:30.240><c> the</c> How much is this distance between the How much is this distance between the this<00:14:30.959><c> point</c><00:14:31.199><c> and</c><00:14:31.440><c> this</c><00:14:31.680><c> point?</c><00:14:31.920><c> It</c><00:14:32.160><c> equals</c><00:14:32.720><c> l</c><00:14:32.959><c> y</c> this point and this point? It equals l y this point and this point? It equals l y minus<00:14:34.560><c> lx</c><00:14:35.279><c> -</c><00:14:35.680><c> lx.</c><00:14:36.160><c> So</c><00:14:36.240><c> it</c><00:14:36.399><c> is</c><00:14:36.480><c> l</c><00:14:36.720><c> y</c><00:14:36.959><c> -</c><00:14:37.360><c> 2</c><00:14:37.920><c> lx</c><00:14:38.560><c> in</c> minus lx - lx. So it is l y - 2 lx in minus lx - lx. So it is l y - 2 lx in this<00:14:38.959><c> case.</c><00:14:39.680><c> So</c><00:14:40.000><c> for</c><00:14:40.480><c> the</c><00:14:41.040><c> bottom</c><00:14:41.360><c> beam</c><00:14:41.680><c> here</c> this case. So for the bottom beam here this case. So for the bottom beam here or<00:14:42.160><c> the</c><00:14:42.320><c> top</c><00:14:42.560><c> beam</c><00:14:42.880><c> the</c><00:14:43.120><c> load</c><00:14:43.360><c> will</c><00:14:43.600><c> be</c><00:14:43.760><c> this</c> or the top beam the load will be this or the top beam the load will be this area<00:14:44.320><c> one</c><00:14:44.560><c> will</c><00:14:44.800><c> come</c><00:14:44.959><c> and</c><00:14:45.199><c> will</c><00:14:45.360><c> be</c><00:14:45.519><c> supported</c> area one will come and will be supported area one will come and will be supported in<00:14:46.160><c> the</c><00:14:46.320><c> bottom</c><00:14:46.560><c> beam</c><00:14:46.880><c> and</c><00:14:47.120><c> as</c><00:14:47.279><c> I</c><00:14:47.440><c> told</c><00:14:47.680><c> you</c><00:14:48.240><c> the</c> in the bottom beam and as I told you the in the bottom beam and as I told you the height<00:14:48.720><c> will</c><00:14:48.959><c> be</c><00:14:49.120><c> l</c><00:14:49.360><c> x</c><00:14:49.680><c> /</c><00:14:50.160><c> 2</c><00:14:50.399><c> to</c><00:14:50.639><c> get</c><00:14:50.800><c> the</c><00:14:51.360><c> load</c> height will be l x / 2 to get the load height will be l x / 2 to get the load here<00:14:51.839><c> as</c><00:14:52.000><c> kon</c><00:14:52.720><c> per</c><00:14:52.880><c> meter.</c><00:14:53.279><c> So</c><00:14:53.440><c> again</c><00:14:53.760><c> it</c><00:14:53.920><c> will</c> here as kon per meter. So again it will here as kon per meter. So again it will be<00:14:54.240><c> n</c><00:14:55.279><c> </c><00:14:55.680><c> lx</c><00:14:56.240><c> /</c><00:14:56.560><c> 2</c><00:14:56.800><c> to</c><00:14:57.040><c> something</c><00:14:57.600><c> kon</c><00:14:58.639><c> per</c> be n lx / 2 to something kon per be n * lx / 2 to something kon per meter.<00:14:59.519><c> Once</c><00:14:59.760><c> you</c><00:14:59.920><c> have</c><00:15:00.079><c> this</c><00:15:00.320><c> one</c><00:15:00.480><c> you</c><00:15:00.720><c> will</c> meter. Once you have this one you will meter. Once you have this one you will be<00:15:01.040><c> able</c><00:15:01.199><c> to</c><00:15:01.600><c> get</c><00:15:02.399><c> the</c><00:15:03.040><c> bending</c><00:15:03.519><c> moment</c> be able to get the bending moment be able to get the bending moment reactions<00:15:04.399><c> and</c><00:15:04.800><c> sheer</c><00:15:05.199><c> forces.</c><00:15:06.480><c> Okay.</c><00:15:06.959><c> Then</c> reactions and sheer forces. Okay. Then reactions and sheer forces. Okay. Then for<00:15:07.519><c> the</c><00:15:07.760><c> short</c><00:15:08.240><c> beam</c><00:15:08.720><c> it</c><00:15:08.959><c> will</c><00:15:09.120><c> take</c><00:15:09.440><c> always</c> for the short beam it will take always for the short beam it will take always with<00:15:10.000><c> a</c><00:15:11.120><c> triangular</c><00:15:12.000><c> load</c><00:15:12.399><c> as</c><00:15:12.639><c> you</c><00:15:12.800><c> can</c><00:15:12.959><c> see</c> with a triangular load as you can see with a triangular load as you can see and<00:15:14.160><c> this</c><00:15:14.480><c> would</c><00:15:14.720><c> be</c><00:15:14.880><c> area</c><00:15:15.279><c> two</c><00:15:15.680><c> and</c><00:15:15.920><c> the</c><00:15:16.079><c> load</c> and this would be area two and the load and this would be area two and the load again<00:15:16.639><c> it</c><00:15:16.880><c> will</c><00:15:17.040><c> be</c><00:15:17.120><c> the</c><00:15:17.360><c> same</c><00:15:17.760><c> load</c><00:15:18.079><c> here</c> again it will be the same load here again it will be the same load here because<00:15:18.800><c> both</c><00:15:19.040><c> of</c><00:15:19.199><c> them</c><00:15:19.360><c> they</c><00:15:19.600><c> have</c><00:15:19.680><c> the</c><00:15:19.920><c> same</c> because both of them they have the same because both of them they have the same height<00:15:20.399><c> lx</c><00:15:20.880><c> over2</c><00:15:21.360><c> and</c><00:15:21.600><c> lx</c><00:15:22.079><c> /2</c><00:15:23.279><c> this</c><00:15:23.519><c> is</c> height lx over2 and lx /2 this is height lx over2 and lx /2 this is showing<00:15:24.480><c> to</c><00:15:24.800><c> you</c><00:15:25.040><c> how</c><00:15:25.279><c> to</c><00:15:25.440><c> transfer</c><00:15:25.839><c> the</c><00:15:26.079><c> load</c> showing to you how to transfer the load showing to you how to transfer the load in<00:15:26.480><c> case</c><00:15:26.639><c> of</c><00:15:26.880><c> oneway</c><00:15:27.680><c> slab</c><00:15:28.079><c> to</c><00:15:28.240><c> the</c><00:15:28.480><c> beams</c><00:15:29.120><c> and</c> in case of oneway slab to the beams and in case of oneway slab to the beams and for<00:15:29.600><c> two-way</c><00:15:30.079><c> slabs.</c><00:15:30.800><c> For</c><00:15:31.040><c> one</c><00:15:31.279><c> way</c><00:15:31.519><c> slacks</c> for two-way slabs. For one way slacks for two-way slabs. For one way slacks again<00:15:32.240><c> the</c><00:15:32.399><c> load</c><00:15:32.560><c> will</c><00:15:32.720><c> be</c><00:15:32.880><c> transferred</c><00:15:33.360><c> only</c> again the load will be transferred only again the load will be transferred only to<00:15:33.760><c> the</c><00:15:33.920><c> long</c><00:15:34.160><c> beams.</c><00:15:34.800><c> Short</c><00:15:35.120><c> beams</c><00:15:35.519><c> are</c><00:15:35.760><c> not</c> to the long beams. Short beams are not to the long beams. Short beams are not taking<00:15:36.240><c> any</c><00:15:36.399><c> load</c><00:15:36.639><c> from</c><00:15:36.800><c> the</c><00:15:37.040><c> slab.</c><00:15:37.440><c> It</c><00:15:37.680><c> may</c> taking any load from the slab. It may taking any load from the slab. It may take<00:15:38.320><c> a</c><00:15:38.560><c> load</c><00:15:38.800><c> from</c><00:15:39.120><c> a</c><00:15:39.360><c> wall</c><00:15:39.680><c> the</c><00:15:39.920><c> self</c><00:15:40.240><c> weight</c> take a load from a wall the self weight take a load from a wall the self weight is<00:15:40.720><c> still</c><00:15:40.880><c> there</c><00:15:41.360><c> but</c><00:15:41.600><c> load</c><00:15:41.920><c> from</c><00:15:42.079><c> the</c><00:15:42.240><c> slab</c><00:15:42.959><c> it</c> is still there but load from the slab it is still there but load from the slab it is<00:15:43.279><c> neglected</c><00:15:43.839><c> and</c><00:15:44.079><c> all</c><00:15:44.240><c> the</c><00:15:44.399><c> load</c><00:15:44.639><c> will</c><00:15:44.880><c> be</c> is neglected and all the load will be is neglected and all the load will be transferred<00:15:45.839><c> to</c><00:15:46.000><c> the</c><00:15:46.160><c> long</c><00:15:46.399><c> beam.</c><00:15:46.880><c> In</c><00:15:47.120><c> case</c><00:15:47.360><c> of</c> transferred to the long beam. In case of transferred to the long beam. In case of in<00:15:47.760><c> case</c><00:15:48.000><c> of</c><00:15:48.639><c> if</c><00:15:48.880><c> you</c><00:15:49.120><c> have</c><00:15:49.759><c> two-way</c><00:15:50.320><c> slabs</c><00:15:51.040><c> you</c> in case of if you have two-way slabs you in case of if you have two-way slabs you know<00:15:51.360><c> that</c><00:15:51.600><c> all</c><00:15:51.839><c> beams</c><00:15:52.160><c> will</c><00:15:52.320><c> carry</c><00:15:52.560><c> loads</c> know that all beams will carry loads know that all beams will carry loads because<00:15:53.279><c> the</c><00:15:53.519><c> loads</c><00:15:53.759><c> in</c><00:15:53.920><c> the</c><00:15:54.079><c> slabs</c><00:15:54.480><c> will</c><00:15:54.720><c> go</c> because the loads in the slabs will go because the loads in the slabs will go in<00:15:55.120><c> both</c><00:15:55.440><c> directions</c><00:15:56.079><c> in</c><00:15:56.240><c> the</c><00:15:56.399><c> short</c> in both directions in the short in both directions in the short direction<00:15:57.040><c> of</c><00:15:57.120><c> the</c><00:15:57.279><c> slab</c><00:15:57.600><c> and</c><00:15:57.759><c> in</c><00:15:57.920><c> the</c><00:15:58.079><c> long</c> direction of the slab and in the long direction of the slab and in the long direction<00:15:58.560><c> of</c><00:15:58.720><c> the</c><00:15:58.880><c> slab.</c><00:15:59.279><c> So</c><00:15:59.519><c> all</c><00:15:59.839><c> beams</c><00:16:00.160><c> will</c> direction of the slab. So all beams will direction of the slab. So all beams will take<00:16:00.639><c> loads.</c><00:16:01.279><c> The</c><00:16:01.519><c> long</c><00:16:01.759><c> beam</c><00:16:02.399><c> will</c><00:16:02.639><c> take</c><00:16:02.880><c> a</c> take loads. The long beam will take a take loads. The long beam will take a trapezoidal<00:16:03.680><c> load</c><00:16:04.320><c> and</c><00:16:04.480><c> the</c><00:16:04.720><c> short</c><00:16:04.959><c> beam</c><00:16:05.279><c> will</c> trapezoidal load and the short beam will trapezoidal load and the short beam will take<00:16:05.680><c> a</c><00:16:06.560><c> triangular</c><00:16:07.519><c> load.</c><00:16:07.920><c> As</c><00:16:08.079><c> you</c><00:16:08.240><c> can</c><00:16:08.320><c> see</c> take a triangular load. As you can see take a triangular load. As you can see if<00:16:08.800><c> you</c><00:16:09.040><c> have</c><00:16:09.600><c> here</c><00:16:09.839><c> a</c><00:16:10.079><c> square</c><00:16:10.320><c> slab</c> if you have here a square slab if you have here a square slab everything<00:16:11.120><c> will</c><00:16:11.360><c> be</c><00:16:11.600><c> triangles</c><00:16:12.160><c> and</c><00:16:12.480><c> in</c><00:16:12.639><c> this</c> everything will be triangles and in this everything will be triangles and in this case<00:16:12.959><c> you</c><00:16:13.120><c> will</c><00:16:13.279><c> not</c><00:16:13.440><c> see</c><00:16:14.320><c> load.</c><00:16:15.040><c> Okay.</c><00:16:15.360><c> In</c> case you will not see load. Okay. In case you will not see load. Okay. In continuous<00:16:16.160><c> beam</c><00:16:17.199><c> the</c><00:16:17.440><c> bridge</c><00:16:17.920><c> standard</c><00:16:18.399><c> is</c> continuous beam the bridge standard is continuous beam the bridge standard is giving<00:16:19.040><c> a</c><00:16:19.279><c> table</c><00:16:19.680><c> table</c><00:16:20.079><c> 3.5</c> giving a table table 3.5 giving a table table 3.5 that<00:16:22.000><c> can</c><00:16:22.240><c> be</c><00:16:22.399><c> used</c><00:16:22.639><c> to</c><00:16:23.360><c> uh</c><00:16:23.680><c> design</c><00:16:24.320><c> for</c><00:16:24.720><c> the</c><00:16:25.120><c> to</c> that can be used to uh design for the to that can be used to uh design for the to find<00:16:25.519><c> the</c><00:16:25.759><c> ultimate</c><00:16:26.320><c> bending</c><00:16:26.800><c> moment</c><00:16:27.120><c> and</c> find the ultimate bending moment and find the ultimate bending moment and sheer<00:16:27.680><c> forces</c><00:16:28.480><c> but</c><00:16:28.880><c> under</c><00:16:29.839><c> some</c><00:16:30.160><c> conditions.</c> sheer forces but under some conditions. sheer forces but under some conditions. Okay,<00:16:31.279><c> we</c><00:16:31.519><c> cannot</c><00:16:31.839><c> use</c><00:16:32.160><c> table</c><00:16:32.560><c> 3.5</c><00:16:33.920><c> unless</c><00:16:34.560><c> we</c> Okay, we cannot use table 3.5 unless we Okay, we cannot use table 3.5 unless we satisfy<00:16:35.360><c> the</c><00:16:35.680><c> following</c><00:16:36.079><c> three</c><00:16:36.399><c> conditions.</c> satisfy the following three conditions. satisfy the following three conditions. First,<00:16:38.160><c> the</c><00:16:38.399><c> live</c><00:16:38.720><c> load</c><00:16:39.440><c> on</c><00:16:39.680><c> the</c><00:16:39.839><c> beam</c><00:16:40.240><c> should</c> First, the live load on the beam should First, the live load on the beam should be<00:16:40.639><c> less</c><00:16:40.880><c> than</c><00:16:41.120><c> or</c><00:16:41.360><c> equals</c><00:16:41.680><c> to</c><00:16:41.839><c> the</c><00:16:42.079><c> dead</c><00:16:42.320><c> load.</c> be less than or equals to the dead load. be less than or equals to the dead load. Okay,<00:16:43.279><c> live</c><00:16:43.519><c> load</c><00:16:43.839><c> should</c><00:16:44.079><c> be</c><00:16:44.160><c> less</c><00:16:44.399><c> than</c><00:16:44.480><c> or</c> Okay, live load should be less than or Okay, live load should be less than or equals<00:16:45.040><c> to</c><00:16:45.199><c> the</c><00:16:45.360><c> dead</c><00:16:45.600><c> load.</c><00:16:46.000><c> The</c><00:16:46.320><c> second</c> equals to the dead load. The second equals to the dead load. The second point,<00:16:47.440><c> loads</c><00:16:47.920><c> should</c><00:16:48.160><c> be</c><00:16:48.320><c> uniformly</c> point, loads should be uniformly point, loads should be uniformly distributed<00:16:49.440><c> over</c><00:16:49.839><c> three</c><00:16:50.079><c> spans</c><00:16:50.399><c> or</c><00:16:50.560><c> more.</c><00:16:50.880><c> So</c> distributed over three spans or more. So distributed over three spans or more. So we<00:16:51.279><c> have</c><00:16:51.440><c> to</c><00:16:51.680><c> have</c><00:16:52.000><c> uniformly</c><00:16:52.800><c> distributed</c> we have to have uniformly distributed we have to have uniformly distributed load<00:16:54.079><c> and</c><00:16:54.399><c> the</c><00:16:54.639><c> spans</c><00:16:55.600><c> should</c><00:16:55.839><c> be</c><00:16:56.079><c> three</c><00:16:56.320><c> spans</c> load and the spans should be three spans load and the spans should be three spans or<00:16:56.880><c> more.</c><00:16:57.199><c> You</c><00:16:57.440><c> cannot</c><00:16:57.680><c> use</c><00:16:57.920><c> this</c> or more. You cannot use this or more. You cannot use this table<00:16:59.839><c> 3.5</c><00:17:00.560><c> when</c><00:17:00.800><c> you</c><00:17:00.880><c> have</c><00:17:01.040><c> only</c><00:17:01.199><c> two</c><00:17:01.440><c> spans.</c> table 3.5 when you have only two spans. table 3.5 when you have only two spans. Okay,<00:17:02.320><c> because</c><00:17:02.560><c> the</c><00:17:02.800><c> minimum</c><00:17:03.199><c> is</c><00:17:03.440><c> three</c><00:17:03.680><c> spans</c> Okay, because the minimum is three spans Okay, because the minimum is three spans or<00:17:04.720><c> more.</c><00:17:05.360><c> Okay,</c><00:17:05.679><c> you</c><00:17:05.839><c> cannot</c><00:17:06.160><c> use</c><00:17:06.400><c> table</c><00:17:06.799><c> 3.5</c> or more. Okay, you cannot use table 3.5 or more. Okay, you cannot use table 3.5 if<00:17:08.160><c> you</c><00:17:08.319><c> have</c><00:17:08.400><c> a</c><00:17:08.640><c> concentrated</c><00:17:09.280><c> load</c><00:17:09.760><c> on</c><00:17:10.000><c> the</c> if you have a concentrated load on the if you have a concentrated load on the beam<00:17:10.480><c> because</c><00:17:10.640><c> it's</c><00:17:10.799><c> saying</c><00:17:11.120><c> uniformly</c> beam because it's saying uniformly beam because it's saying uniformly distributed<00:17:12.640><c> load.</c><00:17:13.360><c> Also,</c><00:17:13.600><c> the</c><00:17:13.760><c> live</c><00:17:14.000><c> load</c> distributed load. Also, the live load distributed load. Also, the live load should<00:17:14.480><c> be</c><00:17:14.559><c> less</c><00:17:14.799><c> than</c><00:17:15.520><c> or</c><00:17:15.839><c> equals</c><00:17:16.079><c> to</c><00:17:16.240><c> the</c> should be less than or equals to the should be less than or equals to the dead<00:17:16.640><c> load.</c><00:17:16.959><c> What</c><00:17:17.120><c> will</c><00:17:17.280><c> be</c><00:17:17.360><c> the</c><00:17:17.520><c> third</c> dead load. What will be the third dead load. What will be the third condition?<00:17:18.400><c> The</c><00:17:18.480><c> third</c><00:17:18.799><c> condition</c> condition? The third condition condition? The third condition variations<00:17:19.839><c> in</c><00:17:20.160><c> the</c><00:17:20.319><c> span</c><00:17:20.640><c> length</c><00:17:21.039><c> shouldn't</c> variations in the span length shouldn't variations in the span length shouldn't exceed<00:17:21.839><c> 15%</c><00:17:22.480><c> of</c><00:17:22.720><c> the</c><00:17:22.880><c> longest</c><00:17:23.360><c> span.</c><00:17:24.079><c> So</c><00:17:24.319><c> the</c> exceed 15% of the longest span. So the exceed 15% of the longest span. So the span<00:17:24.959><c> should</c><00:17:25.199><c> be</c><00:17:25.760><c> somehow</c><00:17:26.240><c> close</c><00:17:26.480><c> to</c><00:17:26.640><c> each</c> span should be somehow close to each span should be somehow close to each other.<00:17:27.760><c> 5</c><00:17:28.000><c> m,</c><00:17:28.559><c> 5.5,</c><00:17:29.840><c> 4.9.</c><00:17:31.280><c> Okay.</c><00:17:31.679><c> The</c> other. 5 m, 5.5, 4.9. Okay. The other. 5 m, 5.5, 4.9. Okay. The difference<00:17:32.320><c> between</c><00:17:33.280><c> the</c><00:17:33.520><c> span</c><00:17:34.000><c> should</c><00:17:34.320><c> be</c> difference between the span should be difference between the span should be less<00:17:34.960><c> than</c><00:17:35.200><c> or</c><00:17:35.520><c> equal</c><00:17:35.840><c> to</c><00:17:36.160><c> 15%</c><00:17:36.880><c> of</c><00:17:37.120><c> the</c><00:17:37.360><c> longest</c> less than or equal to 15% of the longest less than or equal to 15% of the longest span<00:17:38.559><c> because</c><00:17:38.799><c> if</c><00:17:38.960><c> you</c><00:17:39.120><c> have</c><00:17:39.360><c> big</c><00:17:39.679><c> difference</c> span because if you have big difference span because if you have big difference this<00:17:40.799><c> table</c><00:17:41.200><c> 3.5</c><00:17:41.919><c> is</c><00:17:42.080><c> not</c><00:17:42.320><c> going</c><00:17:42.400><c> to</c><00:17:42.559><c> give</c><00:17:42.720><c> you</c> this table 3.5 is not going to give you this table 3.5 is not going to give you accurate<00:17:43.679><c> results</c><00:17:44.240><c> and</c><00:17:44.480><c> in</c><00:17:44.720><c> this</c><00:17:44.880><c> case</c><00:17:45.360><c> your</c> accurate results and in this case your accurate results and in this case your design<00:17:46.080><c> may</c><00:17:46.400><c> be</c><00:17:47.120><c> uh</c><00:17:47.360><c> wrong</c><00:17:47.760><c> and</c><00:17:48.799><c> is</c><00:17:48.960><c> not</c> design may be uh wrong and is not design may be uh wrong and is not satisfying<00:17:49.760><c> the</c><00:17:50.240><c> requirements.</c><00:17:50.880><c> So</c><00:17:51.039><c> in</c><00:17:51.600><c> this</c> satisfying the requirements. So in this satisfying the requirements. So in this case<00:17:52.160><c> if</c><00:17:52.960><c> to</c><00:17:53.120><c> to</c><00:17:53.440><c> use</c><00:17:53.679><c> table</c><00:17:54.080><c> 3.5</c><00:17:54.720><c> you</c><00:17:54.960><c> should</c> case if to to use table 3.5 you should case if to to use table 3.5 you should satisfy<00:17:55.840><c> the</c><00:17:56.320><c> three</c><00:17:56.640><c> conditions.</c><00:17:57.200><c> What</c><00:17:57.440><c> is</c> satisfy the three conditions. What is satisfy the three conditions. What is this<00:17:57.760><c> table</c><00:17:58.080><c> 3.5?</c><00:17:58.799><c> Let's</c><00:17:59.039><c> see</c><00:17:59.280><c> together.</c> this table 3.5? Let's see together. this table 3.5? Let's see together. It<00:18:01.360><c> is</c><00:18:01.600><c> similar</c><00:18:01.919><c> to</c><00:18:02.240><c> the</c><00:18:02.559><c> table</c><00:18:02.799><c> that</c><00:18:03.039><c> we</c><00:18:03.200><c> saw</c> It is similar to the table that we saw It is similar to the table that we saw when<00:18:03.679><c> we</c><00:18:03.840><c> were</c><00:18:04.080><c> designing</c><00:18:05.120><c> uh</c><00:18:05.679><c> continuous</c> when we were designing uh continuous when we were designing uh continuous one-way<00:18:06.720><c> slabs</c><00:18:07.440><c> but</c><00:18:07.679><c> with</c><00:18:08.400><c> a</c><00:18:08.559><c> little</c><00:18:08.799><c> bit</c> one-way slabs but with a little bit one-way slabs but with a little bit difference<00:18:09.280><c> in</c><00:18:09.520><c> the</c><00:18:09.679><c> values.</c><00:18:10.400><c> So</c><00:18:10.559><c> you</c><00:18:10.799><c> have</c> difference in the values. So you have difference in the values. So you have the<00:18:11.120><c> first</c><00:18:11.520><c> row</c><00:18:11.600><c> here</c><00:18:11.840><c> is</c><00:18:12.160><c> called</c><00:18:12.400><c> the</c><00:18:12.720><c> bending</c> the first row here is called the bending the first row here is called the bending moment.<00:18:13.440><c> The</c><00:18:13.600><c> bottom</c><00:18:14.000><c> row</c><00:18:14.080><c> is</c><00:18:14.240><c> for</c><00:18:14.480><c> the</c><00:18:14.640><c> shear</c> moment. The bottom row is for the shear moment. The bottom row is for the shear and<00:18:16.000><c> you</c><00:18:16.160><c> can</c><00:18:16.320><c> see</c><00:18:16.480><c> here</c><00:18:16.799><c> at</c><00:18:16.960><c> the</c><00:18:17.120><c> outer</c> and you can see here at the outer and you can see here at the outer supports<00:18:18.000><c> assumed</c><00:18:18.480><c> as</c><00:18:18.720><c> zero</c><00:18:19.120><c> because</c><00:18:19.360><c> it's</c> supports assumed as zero because it's supports assumed as zero because it's assumed<00:18:19.919><c> like</c><00:18:20.160><c> assembly</c><00:18:20.799><c> supported</c><00:18:21.280><c> at</c><00:18:21.440><c> the</c> assumed like assembly supported at the assumed like assembly supported at the end<00:18:21.840><c> or</c><00:18:22.000><c> the</c><00:18:22.160><c> connection</c><00:18:22.480><c> between</c><00:18:22.799><c> the</c><00:18:22.960><c> beam</c> end or the connection between the beam end or the connection between the beam to<00:18:23.760><c> the</c><00:18:24.000><c> column</c><00:18:24.320><c> will</c><00:18:24.559><c> be</c><00:18:25.520><c> uh</c><00:18:26.000><c> assembly</c> to the column will be uh assembly to the column will be uh assembly supported supported supported uh<00:18:29.120><c> near</c><00:18:29.360><c> the</c><00:18:29.600><c> middle</c><00:18:30.240><c> of</c><00:18:30.720><c> end</c><00:18:31.120><c> span</c><00:18:31.520><c> it</c><00:18:31.679><c> is</c><00:18:31.840><c> of</c> uh near the middle of end span it is of uh near the middle of end span it is of course<00:18:32.240><c> positive</c><00:18:32.640><c> moment</c><00:18:33.520><c> 009</c><00:18:34.799><c> f</c><00:18:35.200><c> capital</c><00:18:36.160><c> L</c> course positive moment 009 f capital L course positive moment 009 f capital* L at<00:18:36.880><c> first</c><00:18:37.200><c> the</c><00:18:37.360><c> interior</c><00:18:37.840><c> support</c><00:18:38.240><c> it</c><00:18:38.480><c> will</c><00:18:38.640><c> be</c> at first the interior support it will be at first the interior support it will be negative<00:18:39.280><c> minus.11</c><00:18:40.640><c> F</c><00:18:40.960><c> capital</c><00:18:41.440><c> L</c><00:18:42.160><c> middle</c><00:18:42.480><c> of</c> negative minus.11 F capital L middle of negative minus.11 F capital L middle of the<00:18:42.799><c> interior</c><00:18:43.039><c> Interior</c><00:18:44.240><c> span</c><00:18:44.720><c> will</c><00:18:44.880><c> be</c><00:18:45.440><c> 7</c><00:18:46.080><c> 07</c> the interior Interior span will be 7 07 the interior Interior span will be 7 07 L<00:18:47.360><c> and</c><00:18:47.600><c> then</c><00:18:47.840><c> at</c><00:18:48.080><c> interior</c><00:18:48.559><c> span</c><00:18:48.880><c> again</c><00:18:49.039><c> it</c> L and then at interior span again it L and then at interior span again it will<00:18:49.360><c> be</c><00:18:49.520><c> negative</c><00:18:50.080><c> and</c><00:18:50.320><c> this</c><00:18:50.480><c> is</c><00:18:50.640><c> showing</c><00:18:50.960><c> the</c> will be negative and this is showing the will be negative and this is showing the shear<00:18:52.000><c> forces</c><00:18:52.640><c> of</c><00:18:52.799><c> course</c><00:18:53.039><c> the</c><00:18:53.200><c> shear</c><00:18:53.520><c> will</c><00:18:53.679><c> be</c> shear forces of course the shear will be shear forces of course the shear will be at<00:18:54.160><c> the</c><00:18:54.400><c> supports</c><00:18:55.280><c> the</c><00:18:55.600><c> shear</c><00:18:55.919><c> at</c><00:18:56.160><c> the</c><00:18:56.559><c> spans</c> at the supports the shear at the spans at the supports the shear at the spans or<00:18:57.280><c> near</c><00:18:57.520><c> middle</c><00:18:57.760><c> of</c><00:18:57.919><c> the</c><00:18:58.080><c> spans</c><00:18:58.400><c> will</c><00:18:58.640><c> be</c> or near middle of the spans will be or near middle of the spans will be always<00:18:59.440><c> minimum</c><00:19:00.080><c> so</c><00:19:00.160><c> it</c><00:19:00.400><c> is</c><00:19:00.559><c> similar</c><00:19:00.799><c> to</c><00:19:01.440><c> uh</c> always minimum so it is similar to uh always minimum so it is similar to uh the<00:19:01.840><c> table</c><00:19:02.240><c> 312</c><00:19:02.880><c> in</c><00:19:03.039><c> the</c><00:19:03.200><c> bridge</c><00:19:03.600><c> standard</c> the table 312 in the bridge standard the table 312 in the bridge standard that<00:19:04.480><c> we</c><00:19:04.799><c> use</c><00:19:05.039><c> to</c><00:19:05.840><c> analyze</c><00:19:06.880><c> simply</c><00:19:07.280><c> supported</c> that we use to analyze simply supported that we use to analyze simply supported one<00:19:08.640><c> way</c><00:19:08.960><c> slabs</c><00:19:09.360><c> and</c><00:19:09.600><c> also</c><00:19:10.880><c> similar</c> one way slabs and also similar one way slabs and also similar conditions<00:19:11.760><c> were</c><00:19:12.240><c> applicable</c><00:19:12.880><c> there.</c><00:19:13.440><c> So</c> conditions were applicable there. So conditions were applicable there. So what<00:19:13.840><c> is</c><00:19:14.080><c> this</c><00:19:14.559><c> capital</c><00:19:15.039><c> F</c><00:19:15.440><c> here?</c><00:19:15.840><c> Capital</c><00:19:16.240><c> F</c> what is this capital F here? Capital F what is this capital F here? Capital F is<00:19:16.799><c> the</c><00:19:17.039><c> total</c><00:19:17.600><c> design</c><00:19:18.240><c> ultimate</c><00:19:18.640><c> load.</c><00:19:19.360><c> Okay,</c> is the total design ultimate load. Okay, is the total design ultimate load. Okay, the<00:19:20.000><c> resultant</c><00:19:20.480><c> of</c><00:19:20.640><c> the</c><00:19:20.799><c> load</c><00:19:21.679><c> not</c><00:19:21.919><c> the</c> the resultant of the load not the the resultant of the load not the uniform<00:19:22.640><c> load.</c><00:19:23.280><c> It</c><00:19:23.440><c> is</c><00:19:23.600><c> equal</c><00:19:24.000><c> 1.4</c><00:19:24.880><c> G</c><00:19:25.120><c> capital</c> uniform load. It is equal 1.4 G capital uniform load. It is equal 1.4 G capital K<00:19:25.840><c> +</c><00:19:26.080><c> 1.6</c><00:19:26.880><c> Q</c><00:19:27.360><c> capital</c><00:19:28.160><c> K</c><00:19:28.720><c> capital</c><00:19:29.120><c> and</c><00:19:29.280><c> capital</c> K + 1.6 Q capital K capital and capital K + 1.6 Q capital K capital and capital here.<00:19:30.080><c> Here</c><00:19:30.480><c> means</c><00:19:30.720><c> the</c><00:19:30.960><c> resultant</c><00:19:31.440><c> of</c><00:19:31.679><c> the</c> here. Here means the resultant of the here. Here means the resultant of the load<00:19:32.160><c> not</c><00:19:32.320><c> the</c><00:19:32.480><c> uniform.</c><00:19:33.039><c> So</c><00:19:33.200><c> if</c><00:19:33.440><c> you</c><00:19:33.600><c> have</c><00:19:33.679><c> a</c> load not the uniform. So if you have a load not the uniform. So if you have a uniform<00:19:34.559><c> load,</c><00:19:35.360><c> you</c><00:19:35.600><c> should</c><00:19:35.760><c> multiply</c><00:19:36.240><c> this</c> uniform load, you should multiply this uniform load, you should multiply this uniform<00:19:36.880><c> load</c><00:19:37.200><c> by</c><00:19:37.360><c> the</c><00:19:37.600><c> span</c><00:19:37.840><c> to</c><00:19:38.080><c> get</c><00:19:38.160><c> it</c><00:19:38.400><c> as</c><00:19:38.559><c> a</c> uniform load by the span to get it as a uniform load by the span to get it as a resultant<00:19:39.760><c> force.</c><00:19:40.160><c> It</c><00:19:40.320><c> is</c><00:19:40.480><c> the</c><00:19:40.640><c> capital</c><00:19:41.440><c> F.</c> resultant force. It is the capital F. resultant force. It is the capital F. Okay,<00:19:42.799><c> L</c><00:19:43.120><c> of</c><00:19:43.360><c> course</c><00:19:43.520><c> is</c><00:19:43.760><c> the</c><00:19:44.160><c> effective</c><00:19:44.720><c> span</c> Okay, L of course is the effective span Okay, L of course is the effective span and<00:19:45.280><c> as</c><00:19:45.520><c> we</c><00:19:45.679><c> did</c><00:19:45.840><c> for</c><00:19:46.080><c> the</c><00:19:46.320><c> slabs</c><00:19:47.200><c> if</c><00:19:47.440><c> you</c><00:19:47.600><c> have</c> and as we did for the slabs if you have and as we did for the slabs if you have a<00:19:48.559><c> first</c><00:19:48.960><c> interior</c><00:19:49.520><c> support</c><00:19:50.240><c> if</c><00:19:50.480><c> you</c><00:19:50.559><c> have</c><00:19:50.720><c> a</c> a first interior support if you have a a first interior support if you have a span<00:19:51.840><c> on</c><00:19:52.080><c> the</c><00:19:52.240><c> left</c><00:19:52.480><c> and</c><00:19:52.720><c> the</c><00:19:52.799><c> span</c><00:19:53.039><c> on</c><00:19:53.200><c> the</c> span on the left and the span on the span on the left and the span on the right<00:19:53.520><c> is</c><00:19:53.679><c> not</c><00:19:53.919><c> similar.</c><00:19:54.240><c> So</c><00:19:54.320><c> you</c><00:19:54.559><c> have</c><00:19:54.640><c> to</c> right is not similar. So you have to right is not similar. So you have to take<00:19:54.880><c> the</c><00:19:55.039><c> average</c><00:19:55.440><c> here</c><00:19:55.679><c> from</c><00:19:56.240><c> both</c><00:19:56.480><c> values.</c> take the average here from both values. take the average here from both values. So<00:19:56.960><c> it</c><00:19:57.120><c> will</c><00:19:57.280><c> be</c><00:19:57.440><c> minus.11</c> So it will be minus.11 So it will be minus.11 time<00:20:00.480><c> f_sub_1</c><00:20:01.039><c> L1</c><00:20:01.520><c> plus</c><00:20:01.760><c> f_sub_2</c><00:20:02.320><c> L2</c><00:20:02.720><c> divided</c> time f_sub_1 L1 plus f_sub_2 L2 divided time f_sub_1 L1 plus f_sub_2 L2 divided by<00:20:03.280><c> two.</c><00:20:03.520><c> You</c><00:20:03.679><c> get</c><00:20:03.760><c> the</c><00:20:04.000><c> average</c><00:20:04.240><c> from</c><00:20:04.720><c> both</c> by two. You get the average from both by two. You get the average from both sides.<00:20:06.080><c> Okay</c><00:20:06.720><c> let's</c><00:20:06.960><c> see</c><00:20:07.120><c> it</c><00:20:07.280><c> here</c><00:20:07.520><c> more</c> sides. Okay let's see it here more sides. Okay let's see it here more clear.<00:20:08.559><c> If</c><00:20:08.799><c> you</c><00:20:08.880><c> have</c><00:20:08.960><c> a</c><00:20:09.120><c> span</c><00:20:09.520><c> L1,</c><00:20:10.799><c> span</c><00:20:11.120><c> L2,</c> clear. If you have a span L1, span L2, clear. If you have a span L1, span L2, span<00:20:12.000><c> L3</c><00:20:12.480><c> or</c><00:20:12.720><c> whatever.</c><00:20:13.840><c> So</c><00:20:14.160><c> you</c><00:20:14.400><c> have</c><00:20:14.480><c> to</c> span L3 or whatever. So you have to span L3 or whatever. So you have to first<00:20:15.039><c> to</c><00:20:15.200><c> get</c><00:20:15.360><c> the</c><00:20:15.520><c> resultant</c><00:20:16.000><c> of</c><00:20:16.080><c> the</c><00:20:16.240><c> load</c> first to get the resultant of the load first to get the resultant of the load as<00:20:16.799><c> F</c><00:20:17.120><c> capital</c><00:20:17.600><c> one</c><00:20:17.840><c> for</c><00:20:18.080><c> the</c><00:20:18.240><c> first</c><00:20:18.559><c> span,</c><00:20:19.280><c> F</c> as F capital one for the first span, F as F capital one for the first span, F capital<00:20:20.000><c> 2</c><00:20:20.160><c> in</c><00:20:20.400><c> the</c><00:20:20.559><c> second</c><00:20:20.960><c> span</c><00:20:21.760><c> and</c><00:20:22.080><c> then</c> capital 2 in the second span and then capital 2 in the second span and then you<00:20:22.559><c> will</c><00:20:22.799><c> be</c><00:20:22.960><c> able</c><00:20:23.200><c> to</c><00:20:24.080><c> uh</c><00:20:24.320><c> apply</c><00:20:25.440><c> table</c><00:20:25.840><c> 3.5.</c> you will be able to uh apply table 3.5. you will be able to uh apply table 3.5. So<00:20:27.600><c> for</c><00:20:27.840><c> the</c><00:20:28.000><c> bending</c><00:20:28.400><c> moment</c><00:20:28.720><c> at</c><00:20:28.880><c> the</c> So for the bending moment at the So for the bending moment at the beginning<00:20:29.360><c> assumed</c><00:20:29.840><c> as</c><00:20:30.080><c> zero</c><00:20:30.559><c> here</c><00:20:30.799><c> you</c><00:20:30.960><c> will</c> beginning assumed as zero here you will beginning assumed as zero here you will have<00:20:31.200><c> a</c><00:20:31.440><c> positive</c><00:20:31.760><c> moment</c><00:20:32.720><c> positive.</c><00:20:33.760><c> 09</c> have a positive moment positive. 09 have a positive moment positive. 09 F_sub_1<00:20:35.520><c> L1.</c><00:20:36.400><c> Then</c><00:20:36.880><c> at</c><00:20:37.200><c> the</c><00:20:37.360><c> second</c><00:20:37.679><c> span</c> F_sub_1 L1. Then at the second span F_sub_1 L1. Then at the second span again<00:20:38.320><c> it</c><00:20:38.480><c> will</c><00:20:38.640><c> be</c><00:20:38.799><c> positive</c><00:20:39.120><c> here.</c><00:20:40.080><c> 07</c> again it will be positive here. 07 again it will be positive here. 07 F_sub_2<00:20:42.000><c> L2</c><00:20:42.640><c> at</c><00:20:43.840><c> first</c><00:20:44.080><c> the</c><00:20:44.320><c> interior</c><00:20:44.880><c> support</c> F_sub_2 L2 at first the interior support F_sub_2 L2 at first the interior support it<00:20:45.919><c> will</c><00:20:46.080><c> be</c><00:20:46.320><c> minus.11</c><00:20:47.520><c> and</c><00:20:47.760><c> you</c><00:20:47.919><c> get</c><00:20:48.080><c> the</c> it will be minus.11 and you get the it will be minus.11 and you get the average<00:20:48.559><c> from</c><00:20:48.960><c> both</c><00:20:49.200><c> sides</c><00:20:49.600><c> F_sub_1</c><00:20:50.080><c> L1</c><00:20:50.480><c> plus</c> average from both sides F_sub_1 L1 plus average from both sides F_sub_1 L1 plus F_sub_2<00:20:51.200><c> L2</c><00:20:51.760><c> all</c><00:20:52.080><c> divided</c><00:20:52.559><c> by</c><00:20:53.039><c> two</c><00:20:53.840><c> and</c><00:20:54.080><c> then</c> F_sub_2 L2 all divided by two and then F_sub_2 L2 all divided by two and then you<00:20:54.480><c> continue</c><00:20:54.880><c> if</c><00:20:55.120><c> this</c><00:20:55.280><c> continuous</c><00:20:55.760><c> you</c> you continue if this continuous you you continue if this continuous you continue<00:20:56.320><c> as</c><00:20:56.480><c> a</c><00:20:56.720><c> second</c><00:20:57.039><c> year</c><00:20:57.200><c> if</c><00:20:57.440><c> this</c><00:20:57.600><c> is</c> continue as a second year if this is continue as a second year if this is continuous<00:20:58.240><c> here</c><00:20:58.880><c> it</c><00:20:59.120><c> will</c><00:20:59.280><c> be</c><00:20:59.360><c> the</c><00:20:59.760><c> interior</c> continuous here it will be the interior continuous here it will be the interior support<00:21:01.840><c> and</c><00:21:02.080><c> so</c><00:21:02.240><c> on.</c><00:21:03.200><c> Then</c><00:21:03.520><c> for</c><00:21:03.760><c> the</c><00:21:04.000><c> shear</c> support and so on. Then for the shear support and so on. Then for the shear also<00:21:04.880><c> we'll</c><00:21:05.120><c> use</c><00:21:05.360><c> the</c><00:21:05.760><c> uh</c><00:21:06.000><c> table</c><00:21:06.400><c> 3.5</c><00:21:07.280><c> the</c> also we'll use the uh table 3.5 the also we'll use the uh table 3.5 the bottom<00:21:08.480><c> uh</c><00:21:09.280><c> row</c><00:21:09.679><c> it</c><00:21:09.840><c> is</c><00:21:10.080><c> 045</c> bottom uh row it is 045 bottom uh row it is 045 f_sub_1<00:21:12.640><c> not</c><00:21:12.880><c> multiplied</c><00:21:13.360><c> by</c><00:21:13.600><c> l</c><00:21:13.840><c> in</c><00:21:14.000><c> this</c><00:21:14.159><c> case</c> f_sub_1 not multiplied by l in this case f_sub_1 not multiplied by l in this case minus<00:21:16.559><c> uh</c><00:21:17.360><c> 6</c><00:21:17.840><c> f1</c><00:21:19.039><c> then</c><00:21:20.000><c> 0</c><00:21:20.080><c> 55</c><00:21:20.640><c> f_sub_2</c><00:21:21.200><c> and</c><00:21:21.360><c> so</c> minus uh 6 f1 then 0 55 f_sub_2 and so minus uh 6 f1 then 0 55 f_sub_2 and so on.<00:21:22.000><c> If</c><00:21:22.240><c> you</c><00:21:22.320><c> have</c><00:21:22.400><c> an</c><00:21:22.559><c> end</c><00:21:22.960><c> span</c><00:21:23.200><c> here</c><00:21:23.360><c> like</c> on. If you have an end span here like on. If you have an end span here like this<00:21:23.760><c> one</c><00:21:24.000><c> again</c><00:21:24.159><c> you</c><00:21:24.400><c> will</c><00:21:24.480><c> use</c><00:21:24.640><c> the</c><00:21:24.880><c> same</c> this one again you will use the same this one again you will use the same values<00:21:25.360><c> that</c><00:21:25.520><c> you</c><00:21:25.679><c> used</c><00:21:25.919><c> at</c><00:21:26.080><c> the</c><00:21:26.240><c> first</c><00:21:26.559><c> span</c> values that you used at the first span values that you used at the first span because<00:21:27.280><c> first</c><00:21:27.600><c> span</c><00:21:28.000><c> from</c><00:21:28.159><c> left</c><00:21:28.480><c> or</c><00:21:28.720><c> first</c> because first span from left or first because first span from left or first span<00:21:29.280><c> from</c><00:21:29.520><c> right</c><00:21:29.840><c> they</c><00:21:30.000><c> are</c><00:21:30.159><c> the</c><00:21:30.320><c> same</c><00:21:30.720><c> this</c> span from right they are the same this span from right they are the same this 45F 45F 45F 6F<00:21:33.679><c> assuming</c><00:21:34.159><c> that</c><00:21:34.400><c> we</c><00:21:34.559><c> have</c><00:21:34.720><c> here</c><00:21:35.200><c> F1</c><00:21:35.840><c> is</c> 6F assuming that we have here F1 is 6F assuming that we have here F1 is similar<00:21:36.240><c> to</c><00:21:36.400><c> the</c><00:21:36.559><c> F1</c><00:21:36.960><c> that</c><00:21:37.200><c> we</c><00:21:37.280><c> have</c><00:21:37.440><c> it</c><00:21:37.600><c> here.</c> similar to the F1 that we have it here. similar to the F1 that we have it here. Okay.<00:21:38.720><c> So</c><00:21:38.960><c> this</c><00:21:39.200><c> is</c><00:21:39.840><c> showing</c><00:21:40.400><c> how</c><00:21:40.720><c> to</c><00:21:41.679><c> apply</c> Okay. So this is showing how to apply Okay. So this is showing how to apply table<00:21:43.440><c> 3.5</c> table 3.5 table 3.5 here<00:21:45.679><c> in</c><00:21:45.919><c> the</c><00:21:46.159><c> precious</c><00:21:46.559><c> standard</c><00:21:46.960><c> to</c><00:21:47.120><c> find</c> here in the precious standard to find here in the precious standard to find the<00:21:48.159><c> bending</c><00:21:48.559><c> moment</c><00:21:48.880><c> and</c><00:21:49.120><c> sheer</c><00:21:49.440><c> forces</c><00:21:49.840><c> in</c> the bending moment and sheer forces in the bending moment and sheer forces in continuous<00:21:51.120><c> beams</c><00:21:51.679><c> satisfying</c><00:21:52.400><c> the</c><00:21:52.640><c> four</c><00:21:53.200><c> D3</c> continuous beams satisfying the four D3 continuous beams satisfying the four D3 conditions.<00:21:55.120><c> Okay.</c> conditions. Okay. conditions. Okay. So<00:21:57.600><c> now</c><00:21:57.840><c> we</c><00:21:58.080><c> will</c><00:21:58.320><c> be</c><00:21:58.559><c> we</c><00:21:58.799><c> are</c><00:21:58.960><c> ready</c><00:21:59.200><c> to</c><00:21:59.360><c> go</c><00:21:59.520><c> to</c> So now we will be we are ready to go to So now we will be we are ready to go to the<00:21:59.919><c> design</c><00:22:00.240><c> steps</c><00:22:00.640><c> of</c><00:22:00.799><c> beams.</c><00:22:01.280><c> This</c><00:22:01.520><c> is</c> the design steps of beams. This is the design steps of beams. This is section<00:22:02.159><c> 3.4</c><00:22:02.960><c> in</c><00:22:03.200><c> the</c><00:22:03.360><c> DS</c><00:22:04.080><c> 8110.</c> section 3.4 in the DS 8110. section 3.4 in the DS 8110. First<00:22:06.080><c> thing</c><00:22:06.240><c> we</c><00:22:06.640><c> have</c><00:22:06.799><c> to</c><00:22:06.960><c> make</c><00:22:07.200><c> initial</c> First thing we have to make initial First thing we have to make initial proportioning.<00:22:08.400><c> Initial</c><00:22:08.880><c> proportioning</c><00:22:09.520><c> it</c> proportioning. Initial proportioning it proportioning. Initial proportioning it means<00:22:09.919><c> I</c><00:22:10.159><c> need</c><00:22:10.320><c> to</c><00:22:10.480><c> find</c><00:22:10.640><c> the</c><00:22:10.880><c> dimensions.</c> means I need to find the dimensions. means I need to find the dimensions. Okay.<00:22:12.320><c> What</c><00:22:12.480><c> will</c><00:22:12.720><c> be</c><00:22:12.960><c> the</c><00:22:13.679><c> total</c><00:22:14.080><c> height</c><00:22:14.320><c> of</c> Okay. What will be the total height of Okay. What will be the total height of the<00:22:14.640><c> beam?</c><00:22:14.960><c> What</c><00:22:15.120><c> will</c><00:22:15.360><c> be</c><00:22:15.520><c> the</c><00:22:16.480><c> thickness</c><00:22:16.880><c> of</c> the beam? What will be the thickness of the beam? What will be the thickness of the<00:22:17.200><c> beam?</c><00:22:17.679><c> Okay.</c><00:22:18.080><c> We</c><00:22:18.320><c> need</c><00:22:18.400><c> to</c><00:22:18.559><c> make</c><00:22:18.720><c> initial</c> the beam? Okay. We need to make initial the beam? Okay. We need to make initial proportioning<00:22:19.760><c> because</c><00:22:20.080><c> everything</c><00:22:20.480><c> in</c><00:22:20.720><c> the</c> proportioning because everything in the proportioning because everything in the design<00:22:21.280><c> will</c><00:22:21.520><c> be</c><00:22:21.760><c> depending</c><00:22:22.159><c> on</c><00:22:22.320><c> the</c><00:22:22.559><c> depth</c> design will be depending on the depth design will be depending on the depth the<00:22:24.159><c> B</c><00:22:24.559><c> web</c><00:22:25.039><c> that</c><00:22:25.280><c> we</c><00:22:25.520><c> have</c><00:22:25.679><c> it</c><00:22:26.159><c> and</c><00:22:26.400><c> also</c><00:22:26.720><c> it</c> the B web that we have it and also it the B web that we have it and also it will<00:22:27.039><c> affect</c><00:22:27.440><c> the</c><00:22:27.840><c> self</c><00:22:28.159><c> weight</c><00:22:28.400><c> of</c><00:22:28.880><c> uh</c><00:22:29.039><c> the</c> will affect the self weight of uh the will affect the self weight of uh the beam.<00:22:30.159><c> Okay.</c><00:22:30.559><c> So</c><00:22:30.720><c> we</c><00:22:30.960><c> have</c><00:22:31.120><c> to</c><00:22:31.280><c> estimate</c><00:22:31.600><c> the</c> beam. Okay. So we have to estimate the beam. Okay. So we have to estimate the effective<00:22:32.320><c> depth.</c><00:22:32.960><c> Okay.</c><00:22:33.600><c> D</c><00:22:34.400><c> again</c><00:22:34.640><c> we</c><00:22:34.799><c> use</c> effective depth. Okay. D again we use effective depth. Okay. D again we use table<00:22:35.440><c> 3.9</c><00:22:36.159><c> in</c><00:22:36.400><c> page</c><00:22:36.799><c> 215</c><00:22:37.600><c> in</c><00:22:37.840><c> the</c><00:22:38.000><c> BS</c><00:22:38.799><c> but</c><00:22:39.120><c> in</c> table 3.9 in page 215 in the BS but in table 3.9 in page 215 in the BS but in this<00:22:39.440><c> case</c><00:22:40.080><c> we</c><00:22:40.320><c> use</c><00:22:41.520><c> here</c><00:22:42.000><c> usually</c><00:22:42.400><c> we</c><00:22:42.640><c> are</c> this case we use here usually we are this case we use here usually we are designing<00:22:43.200><c> flanged</c><00:22:43.679><c> beams</c><00:22:44.240><c> so</c><00:22:44.559><c> usually</c><00:22:44.880><c> we</c> designing flanged beams so usually we designing flanged beams so usually we are<00:22:45.200><c> using</c><00:22:45.600><c> this</c><00:22:45.840><c> one</c><00:22:46.159><c> B</c><00:22:46.320><c> web</c><00:22:46.640><c> over</c><00:22:47.120><c> B</c><00:22:47.440><c> is</c><00:22:47.679><c> less</c> are using this one B web over B is less are using this one B web over B is less than<00:22:48.080><c> or</c><00:22:48.320><c> equals.3</c> than or equals.3 than or equals.3 so<00:22:50.720><c> in</c><00:22:50.960><c> this</c><00:22:51.120><c> case</c><00:22:51.280><c> if</c><00:22:51.440><c> you</c><00:22:51.600><c> have</c><00:22:51.760><c> assembly</c> so in this case if you have assembly so in this case if you have assembly supported<00:22:52.799><c> this</c><00:22:52.960><c> will</c><00:22:53.120><c> be</c><00:22:53.200><c> the</c><00:22:53.440><c> factor</c><00:22:54.000><c> 16</c> supported this will be the factor 16 supported this will be the factor 16 continuous<00:22:55.440><c> this</c><00:22:55.600><c> will</c><00:22:55.679><c> be</c><00:22:55.840><c> the</c><00:22:56.000><c> factor</c><00:22:56.320><c> but</c> continuous this will be the factor but continuous this will be the factor but in<00:22:56.720><c> this</c><00:22:56.880><c> case</c><00:22:57.120><c> we</c><00:22:58.240><c> don't</c><00:22:58.880><c> divide</c><00:22:59.360><c> by</c> in this case we don't divide by in this case we don't divide by modification<00:23:00.559><c> factor</c><00:23:00.960><c> we</c><00:23:01.120><c> take</c><00:23:01.280><c> the</c><00:23:01.520><c> value</c> modification factor we take the value modification factor we take the value here<00:23:01.919><c> so</c><00:23:02.159><c> to</c><00:23:02.400><c> find</c><00:23:02.720><c> the</c><00:23:03.200><c> depth</c><00:23:03.760><c> basic</c><00:23:05.120><c> uh</c><00:23:06.159><c> depth</c> here so to find the depth basic uh depth here so to find the depth basic uh depth or<00:23:06.720><c> the</c><00:23:06.880><c> minimum</c><00:23:07.200><c> depth</c><00:23:07.600><c> it</c><00:23:07.760><c> will</c><00:23:08.000><c> equal</c><00:23:08.320><c> to</c> or the minimum depth it will equal to or the minimum depth it will equal to the<00:23:08.720><c> span</c><00:23:09.120><c> divided</c><00:23:09.600><c> by</c><00:23:10.000><c> these</c><00:23:10.320><c> factors.</c><00:23:11.120><c> Okay,</c> the span divided by these factors. Okay, the span divided by these factors. Okay, it<00:23:11.520><c> will</c><00:23:11.679><c> give</c><00:23:11.760><c> you</c><00:23:11.840><c> an</c><00:23:12.080><c> initial</c><00:23:12.480><c> value</c><00:23:13.120><c> but</c> it will give you an initial value but it will give you an initial value but now<00:23:13.679><c> round</c><00:23:14.000><c> it</c><00:23:14.159><c> up</c><00:23:14.480><c> always</c><00:23:14.799><c> round</c><00:23:15.039><c> it</c><00:23:15.280><c> up</c><00:23:15.440><c> to</c><00:23:15.840><c> be</c> now round it up always round it up to be now round it up always round it up to be in<00:23:16.240><c> the</c><00:23:16.400><c> safe</c><00:23:17.120><c> side.</c><00:23:17.760><c> So</c><00:23:18.080><c> the</c><00:23:18.320><c> same</c><00:23:18.559><c> table</c><00:23:18.880><c> here</c> in the safe side. So the same table here in the safe side. So the same table here but<00:23:19.440><c> don't</c><00:23:19.679><c> use</c><00:23:19.840><c> any</c><00:23:20.080><c> modification</c><00:23:20.640><c> factor</c> but don't use any modification factor but don't use any modification factor that<00:23:22.000><c> we</c><00:23:22.320><c> used</c><00:23:22.640><c> in</c><00:23:23.360><c> uh</c><00:23:23.520><c> the</c><00:23:23.760><c> case</c><00:23:24.000><c> of</c><00:23:24.400><c> the</c> that we used in uh the case of the that we used in uh the case of the slaps.<00:23:25.280><c> Okay.</c> slaps. Okay. slaps. Okay. So<00:23:27.120><c> this</c><00:23:27.360><c> is</c><00:23:27.440><c> the</c><00:23:27.760><c> first</c><00:23:28.159><c> step</c><00:23:28.400><c> to</c><00:23:28.640><c> get</c><00:23:28.799><c> the</c><00:23:29.280><c> D.</c> So this is the first step to get the D. So this is the first step to get the D. Okay.<00:23:30.640><c> Then</c><00:23:30.880><c> we</c><00:23:31.120><c> have</c><00:23:31.280><c> to</c><00:23:31.440><c> estimate</c><00:23:32.400><c> cover.</c> Okay. Then we have to estimate cover. Okay. Then we have to estimate cover. Okay,<00:23:33.280><c> we</c><00:23:33.440><c> have</c><00:23:33.520><c> to</c><00:23:33.679><c> estimate</c><00:23:33.919><c> the</c><00:23:34.159><c> cover</c><00:23:34.400><c> to</c> Okay, we have to estimate the cover to Okay, we have to estimate the cover to the<00:23:34.720><c> steel.</c><00:23:35.039><c> It</c><00:23:35.200><c> will</c><00:23:35.360><c> be</c><00:23:35.440><c> the</c><00:23:35.600><c> larger</c><00:23:36.000><c> from</c> the steel. It will be the larger from the steel. It will be the larger from two<00:23:36.640><c> values.</c><00:23:37.120><c> Durability</c><00:23:37.840><c> table</c><00:23:38.159><c> 33.</c><00:23:39.280><c> Okay,</c> two values. Durability table 33. Okay, two values. Durability table 33. Okay, this<00:23:39.760><c> is</c><00:23:39.919><c> exactly</c><00:23:40.320><c> similar</c><00:23:40.559><c> to</c><00:23:40.799><c> what</c><00:23:40.960><c> we</c><00:23:41.120><c> did</c> this is exactly similar to what we did this is exactly similar to what we did in<00:23:41.520><c> case</c><00:23:41.679><c> of</c><00:23:42.320><c> uh</c><00:23:42.559><c> slabs.</c><00:23:43.440><c> This</c><00:23:43.679><c> table</c><00:23:44.000><c> 33</c><00:23:44.400><c> it</c> in case of uh slabs. This table 33 it in case of uh slabs. This table 33 it will<00:23:44.720><c> give</c><00:23:44.799><c> you</c><00:23:44.960><c> the</c><00:23:45.120><c> nominal</c><00:23:45.520><c> cover</c><00:23:45.840><c> to</c><00:23:46.000><c> or</c> will give you the nominal cover to or will give you the nominal cover to or reinforcement<00:23:47.039><c> including</c><00:23:47.520><c> lengths</c><00:23:47.919><c> to</c><00:23:48.080><c> meet</c> reinforcement including lengths to meet reinforcement including lengths to meet durability<00:23:48.799><c> requirements</c><00:23:49.760><c> and</c><00:23:50.000><c> it</c><00:23:50.240><c> depends</c> durability requirements and it depends durability requirements and it depends on<00:23:50.720><c> the</c><00:23:51.280><c> exposure</c><00:23:51.840><c> condition</c><00:23:52.320><c> mild</c><00:23:52.720><c> exposure</c> on the exposure condition mild exposure on the exposure condition mild exposure moderate<00:23:53.679><c> se</c><00:23:54.000><c> severe</c><00:23:54.400><c> exposure</c><00:23:54.880><c> very</c><00:23:55.120><c> severe</c> moderate se severe exposure very severe moderate se severe exposure very severe and<00:23:55.760><c> and</c><00:23:56.000><c> so</c><00:23:56.240><c> on</c><00:23:56.880><c> and</c><00:23:57.120><c> also</c><00:23:57.360><c> it</c><00:23:57.520><c> will</c><00:23:57.679><c> be</c> and and so on and also it will be and and so on and also it will be affected<00:23:58.240><c> by</c><00:23:58.400><c> the</c><00:23:58.720><c> concrete</c><00:23:59.039><c> compressive</c> affected by the concrete compressive affected by the concrete compressive strength.<00:24:00.400><c> So</c><00:24:00.640><c> if</c><00:24:00.880><c> you</c><00:24:01.039><c> have</c><00:24:01.200><c> let's</c><00:24:01.440><c> say</c><00:24:01.600><c> a</c> strength. So if you have let's say a strength. So if you have let's say a severe<00:24:02.240><c> environment</c><00:24:03.120><c> you</c><00:24:03.360><c> can</c><00:24:03.520><c> see</c><00:24:03.679><c> that</c><00:24:03.919><c> in</c> severe environment you can see that in severe environment you can see that in this<00:24:04.240><c> case</c><00:24:04.480><c> we</c><00:24:04.640><c> cannot</c><00:24:04.960><c> use</c><00:24:05.200><c> concrete</c><00:24:05.840><c> less</c> this case we cannot use concrete less this case we cannot use concrete less than<00:24:06.720><c> here</c><00:24:07.200><c> dash</c><00:24:07.520><c> here</c><00:24:07.760><c> it</c><00:24:07.919><c> means</c><00:24:08.080><c> you</c><00:24:08.320><c> cannot</c> than here dash here it means you cannot than here dash here it means you cannot use<00:24:08.720><c> concrete</c><00:24:09.360><c> 30</c><00:24:09.600><c> and</c><00:24:09.840><c> concrete</c><00:24:10.320><c> 35.</c><00:24:11.120><c> So</c><00:24:11.279><c> in</c><00:24:11.440><c> a</c> use concrete 30 and concrete 35. So in a use concrete 30 and concrete 35. So in a case<00:24:11.679><c> of</c><00:24:11.840><c> severe</c><00:24:12.240><c> environment</c><00:24:12.720><c> you</c><00:24:12.960><c> have</c><00:24:13.039><c> to</c> case of severe environment you have to case of severe environment you have to use<00:24:13.440><c> a</c><00:24:13.679><c> better</c><00:24:14.000><c> quality</c><00:24:14.320><c> concrete</c><00:24:14.799><c> with</c><00:24:14.960><c> BC40</c> use a better quality concrete with BC40 use a better quality concrete with BC40 and<00:24:15.919><c> from</c><00:24:16.159><c> here</c><00:24:16.320><c> you</c><00:24:16.480><c> can</c><00:24:16.640><c> find</c><00:24:16.880><c> that</c><00:24:17.440><c> this</c> and from here you can find that this and from here you can find that this will<00:24:17.840><c> be</c><00:24:18.400><c> the</c><00:24:18.720><c> cover.</c><00:24:19.600><c> Let's</c><00:24:19.840><c> say</c><00:24:19.919><c> you</c><00:24:20.159><c> have</c><00:24:20.240><c> a</c> will be the cover. Let's say you have a will be the cover. Let's say you have a mild<00:24:20.720><c> exposure</c><00:24:21.360><c> and</c><00:24:21.600><c> in</c><00:24:21.760><c> this</c><00:24:21.919><c> case</c><00:24:22.080><c> you</c><00:24:22.320><c> can</c> mild exposure and in this case you can mild exposure and in this case you can use<00:24:22.880><c> if</c><00:24:23.120><c> you</c><00:24:23.279><c> have</c><00:24:23.360><c> a</c><00:24:23.600><c> concrete</c><00:24:24.080><c> 30</c><00:24:24.400><c> megapascal</c> use if you have a concrete 30 megapascal use if you have a concrete 30 megapascal the<00:24:25.279><c> cover</c><00:24:25.440><c> will</c><00:24:25.600><c> be</c><00:24:25.840><c> 25.</c><00:24:26.400><c> If</c><00:24:26.559><c> you</c><00:24:26.720><c> are</c><00:24:26.880><c> using</c> the cover will be 25. If you are using the cover will be 25. If you are using concrete<00:24:27.679><c> 35</c><00:24:28.240><c> of</c><00:24:28.400><c> course</c><00:24:28.559><c> the</c><00:24:28.799><c> cover</c><00:24:29.039><c> will</c><00:24:29.279><c> be</c> concrete 35 of course the cover will be concrete 35 of course the cover will be less<00:24:30.080><c> and</c><00:24:30.400><c> will</c><00:24:30.559><c> be</c><00:24:30.799><c> 20</c><00:24:31.039><c> in</c><00:24:31.279><c> this</c><00:24:31.440><c> case.</c><00:24:31.919><c> So</c> less and will be 20 in this case. So less and will be 20 in this case. So using<00:24:32.720><c> this</c><00:24:32.960><c> table</c><00:24:33.279><c> is</c><00:24:33.520><c> exactly</c><00:24:33.919><c> similar</c><00:24:34.159><c> to</c> using this table is exactly similar to using this table is exactly similar to what<00:24:34.559><c> we</c><00:24:34.720><c> did</c><00:24:35.200><c> in</c><00:24:35.520><c> case</c><00:24:35.760><c> of</c><00:24:36.640><c> uh</c><00:24:36.799><c> slabs</c><00:24:37.279><c> and</c><00:24:37.440><c> if</c> what we did in case of uh slabs and if what we did in case of uh slabs and if you<00:24:37.679><c> want</c><00:24:37.840><c> more</c><00:24:38.080><c> you</c><00:24:38.320><c> can</c><00:24:38.480><c> go</c><00:24:38.640><c> and</c><00:24:39.279><c> uh</c><00:24:39.679><c> check</c><00:24:40.000><c> my</c> you want more you can go and uh check my you want more you can go and uh check my videos<00:24:40.799><c> about</c><00:24:41.520><c> oneway</c><00:24:42.000><c> slabs</c><00:24:42.400><c> and</c><00:24:42.559><c> two-way</c> videos about oneway slabs and two-way videos about oneway slabs and two-way slabs.<00:24:43.840><c> This</c><00:24:44.000><c> is</c><00:24:44.159><c> for</c><00:24:44.320><c> durability.</c><00:24:45.200><c> Now</c><00:24:45.440><c> the</c> slabs. This is for durability. Now the slabs. This is for durability. Now the second<00:24:46.000><c> check</c><00:24:46.240><c> for</c><00:24:46.480><c> the</c><00:24:46.640><c> cover</c><00:24:46.960><c> it</c><00:24:47.120><c> will</c><00:24:47.200><c> be</c> second check for the cover it will be second check for the cover it will be about<00:24:47.600><c> fire</c><00:24:47.919><c> resistance.</c><00:24:48.720><c> We</c><00:24:48.960><c> have</c><00:24:49.120><c> table</c> about fire resistance. We have table about fire resistance. We have table 3.4.<00:24:50.880><c> This</c><00:24:51.039><c> is</c><00:24:51.120><c> the</c><00:24:51.360><c> same</c><00:24:51.520><c> table</c><00:24:51.919><c> here.</c><00:24:52.799><c> And</c><00:24:53.120><c> at</c> 3.4. This is the same table here. And at 3.4. This is the same table here. And at the<00:24:53.600><c> first</c><00:24:53.840><c> column</c><00:24:54.159><c> you</c><00:24:54.400><c> have</c><00:24:54.559><c> the</c><00:24:54.960><c> fire</c> the first column you have the fire the first column you have the fire resistance<00:24:55.840><c> per</c><00:24:56.159><c> hour</c><00:24:57.120><c> half</c><00:24:57.360><c> an</c><00:24:57.520><c> hour,</c><00:24:57.760><c> 1</c> resistance per hour half an hour, 1 resistance per hour half an hour, 1 hour,<00:24:58.240><c> one</c><00:24:58.400><c> and</c><00:24:58.480><c> a</c><00:24:58.640><c> half,</c><00:24:58.880><c> two,</c><00:24:59.200><c> three</c><00:24:59.360><c> and</c> hour, one and a half, two, three and hour, one and a half, two, three and four<00:24:59.840><c> hours.</c><00:25:00.480><c> And</c><00:25:00.720><c> here</c><00:25:00.880><c> it</c><00:25:01.120><c> will</c><00:25:01.279><c> give</c><00:25:01.440><c> you</c> four hours. And here it will give you four hours. And here it will give you the<00:25:01.840><c> cover</c><00:25:02.159><c> that</c><00:25:02.400><c> you</c><00:25:02.559><c> need</c><00:25:02.720><c> based</c><00:25:02.960><c> on</c><00:25:03.200><c> which</c> the cover that you need based on which the cover that you need based on which structural<00:25:04.559><c> element</c><00:25:04.880><c> you</c><00:25:05.039><c> are</c><00:25:05.200><c> designing.</c><00:25:05.600><c> In</c> structural element you are designing. In structural element you are designing. In floors<00:25:06.159><c> you</c><00:25:06.400><c> have</c><00:25:06.480><c> to</c><00:25:06.640><c> use</c><00:25:06.799><c> the</c><00:25:07.360><c> one</c><00:25:07.600><c> with</c> floors you have to use the one with floors you have to use the one with floor<00:25:08.159><c> simply</c><00:25:08.480><c> supported</c><00:25:08.880><c> or</c><00:25:09.120><c> continuous.</c><00:25:10.000><c> In</c> floor simply supported or continuous. In floor simply supported or continuous. In a<00:25:10.320><c> case</c><00:25:10.480><c> of</c><00:25:10.640><c> you</c><00:25:10.799><c> are</c><00:25:10.960><c> designing</c><00:25:11.200><c> a</c><00:25:11.440><c> beam</c><00:25:11.679><c> as</c><00:25:11.840><c> we</c> a case of you are designing a beam as we a case of you are designing a beam as we are<00:25:12.159><c> doing</c><00:25:12.320><c> in</c><00:25:12.559><c> this</c><00:25:12.720><c> video.</c><00:25:13.120><c> So</c><00:25:13.279><c> we</c><00:25:13.440><c> have</c><00:25:13.600><c> to</c> are doing in this video. So we have to are doing in this video. So we have to use<00:25:13.840><c> the</c><00:25:14.000><c> values</c><00:25:14.240><c> here.</c><00:25:14.559><c> In</c><00:25:14.640><c> a</c><00:25:14.720><c> case</c><00:25:14.880><c> of</c><00:25:15.039><c> simply</c> use the values here. In a case of simply use the values here. In a case of simply supported<00:25:15.840><c> beams</c><00:25:16.159><c> it</c><00:25:16.320><c> will</c><00:25:16.400><c> be</c><00:25:16.559><c> these</c><00:25:16.880><c> values.</c> supported beams it will be these values. supported beams it will be these values. In<00:25:17.760><c> a</c><00:25:18.000><c> case</c><00:25:18.159><c> of</c><00:25:18.320><c> continuous</c><00:25:18.799><c> beams</c><00:25:19.200><c> it</c><00:25:19.360><c> will</c><00:25:19.520><c> be</c> In a case of continuous beams it will be In a case of continuous beams it will be these<00:25:20.320><c> values.</c><00:25:20.720><c> You</c><00:25:20.880><c> can</c><00:25:20.960><c> see</c><00:25:21.120><c> here</c><00:25:21.279><c> the</c> these values. You can see here the these values. You can see here the difference<00:25:21.760><c> is</c><00:25:22.080><c> almost</c><00:25:22.640><c> no</c><00:25:23.039><c> difference</c><00:25:23.360><c> at</c> difference is almost no difference at difference is almost no difference at from<00:25:23.919><c> 0</c><00:25:25.039><c> half</c><00:25:25.279><c> half</c><00:25:25.520><c> an</c><00:25:25.679><c> hour</c><00:25:25.840><c> to</c><00:25:26.159><c> 1.5</c> from 0 half half an hour to 1.5 from 0 half half an hour to 1.5 hours.<00:25:28.240><c> After</c><00:25:28.480><c> that</c><00:25:28.720><c> you</c><00:25:28.880><c> can</c><00:25:28.960><c> see</c><00:25:29.120><c> there</c><00:25:29.279><c> is</c><00:25:29.360><c> a</c> hours. After that you can see there is a hours. After that you can see there is a difference<00:25:29.760><c> between</c><00:25:30.159><c> assembly</c><00:25:30.559><c> supported</c> difference between assembly supported difference between assembly supported and<00:25:31.760><c> a</c><00:25:32.000><c> continuous.</c><00:25:32.960><c> So</c><00:25:33.200><c> once</c><00:25:33.520><c> you</c><00:25:33.760><c> calculated</c> and a continuous. So once you calculated and a continuous. So once you calculated the<00:25:34.400><c> cover</c><00:25:34.720><c> from</c><00:25:34.960><c> durability</c><00:25:35.679><c> the</c><00:25:35.840><c> cover</c><00:25:36.159><c> from</c> the cover from durability the cover from the cover from durability the cover from fire<00:25:37.440><c> resistance</c><00:25:37.919><c> you</c><00:25:38.080><c> will</c><00:25:38.159><c> take</c><00:25:38.400><c> the</c><00:25:38.559><c> larger</c> fire resistance you will take the larger fire resistance you will take the larger from<00:25:39.279><c> both</c><00:25:39.520><c> of</c><00:25:39.679><c> them.</c><00:25:40.000><c> This</c><00:25:40.159><c> will</c><00:25:40.320><c> be</c><00:25:40.400><c> the</c> from both of them. This will be the from both of them. This will be the cover<00:25:40.880><c> that</c><00:25:41.039><c> you</c><00:25:41.200><c> are</c><00:25:41.360><c> going</c><00:25:41.520><c> to</c><00:25:41.679><c> use.</c><00:25:42.320><c> Then</c><00:25:42.559><c> to</c> cover that you are going to use. Then to cover that you are going to use. Then to find<00:25:42.960><c> the</c><00:25:43.200><c> total</c><00:25:43.520><c> h</c><00:25:44.640><c> equals</c><00:25:45.600><c> d</c><00:25:46.000><c> the</c><00:25:46.240><c> effective</c> find the total h equals d the effective find the total h equals d the effective depth<00:25:46.880><c> that</c><00:25:47.039><c> you</c><00:25:47.200><c> calculated</c><00:25:47.679><c> from</c><00:25:47.840><c> table</c><00:25:48.240><c> 3.9</c> depth that you calculated from table 3.9 depth that you calculated from table 3.9 plus<00:25:50.159><c> cover</c><00:25:50.720><c> the</c><00:25:51.039><c> larger</c><00:25:51.440><c> from</c><00:25:51.679><c> these</c><00:25:51.919><c> two</c> plus cover the larger from these two plus cover the larger from these two values<00:25:52.400><c> plus</c><00:25:52.720><c> what</c><00:25:53.520><c> plus</c><00:25:54.000><c> five</c><00:25:54.240><c> bar</c><00:25:54.480><c> divided</c> values plus what plus five bar divided values plus what plus five bar divided by<00:25:55.200><c> two</c><00:25:55.440><c> half</c><00:25:55.760><c> diameter</c><00:25:56.640><c> plus</c><00:25:57.200><c> five</c><00:25:57.440><c> link</c><00:25:57.919><c> in</c> by two half diameter plus five link in by two half diameter plus five link in the<00:25:58.559><c> beams</c><00:25:58.960><c> we</c><00:25:59.279><c> have</c><00:25:59.760><c> an</c><00:26:00.000><c> additional</c><00:26:00.480><c> length</c> the beams we have an additional length the beams we have an additional length which<00:26:01.279><c> were</c><00:26:01.919><c> was</c><00:26:02.159><c> not</c><00:26:02.400><c> there</c><00:26:02.640><c> when</c><00:26:02.799><c> we</c><00:26:03.039><c> were</c> which were was not there when we were which were was not there when we were designing<00:26:03.679><c> for</c><00:26:04.240><c> slabs.</c><00:26:04.720><c> So</c><00:26:04.880><c> for</c><00:26:05.120><c> beams</c><00:26:05.520><c> we</c> designing for slabs. So for beams we designing for slabs. So for beams we increase<00:26:06.240><c> here</c><00:26:07.200><c> five</c><00:26:07.520><c> of</c><00:26:07.840><c> the</c><00:26:08.000><c> link.</c><00:26:08.640><c> So</c><00:26:08.960><c> as</c><00:26:09.200><c> a</c> increase here five of the link. So as a increase here five of the link. So as a guide<00:26:10.240><c> for</c><00:26:10.640><c> the</c><00:26:10.960><c> five</c><00:26:11.120><c> of</c><00:26:11.279><c> the</c><00:26:11.440><c> link</c><00:26:11.760><c> assume</c><00:26:12.000><c> it</c> guide for the five of the link assume it guide for the five of the link assume it as<00:26:12.400><c> 10</c><00:26:12.720><c> mm</c><00:26:13.440><c> sometimes</c><00:26:13.919><c> 12</c><00:26:14.320><c> mm</c><00:26:14.880><c> it's</c><00:26:15.120><c> okay</c><00:26:15.279><c> it's</c> as 10 mm sometimes 12 mm it's okay it's as 10 mm sometimes 12 mm it's okay it's up<00:26:15.679><c> to</c><00:26:15.840><c> you</c><00:26:16.240><c> assume</c><00:26:16.559><c> it</c><00:26:16.720><c> 10</c><00:26:16.880><c> mm</c><00:26:18.080><c> and</c><00:26:18.400><c> for</c><00:26:18.880><c> the</c> up to you assume it 10 mm and for the up to you assume it 10 mm and for the diameter<00:26:19.760><c> of</c><00:26:19.919><c> the</c><00:26:20.080><c> bar</c><00:26:20.320><c> in</c><00:26:20.480><c> this</c><00:26:20.640><c> case</c><00:26:20.799><c> we</c> diameter of the bar in this case we diameter of the bar in this case we assume<00:26:21.200><c> it</c><00:26:21.440><c> 20</c><00:26:21.679><c> mm</c><00:26:22.240><c> because</c><00:26:22.559><c> usually</c><00:26:22.960><c> the</c><00:26:23.200><c> size</c> assume it 20 mm because usually the size assume it 20 mm because usually the size of<00:26:23.520><c> the</c><00:26:23.679><c> bars</c><00:26:24.000><c> in</c><00:26:24.159><c> the</c><00:26:24.320><c> beam</c><00:26:25.440><c> uh</c><00:26:25.600><c> is</c><00:26:25.919><c> greater</c> of the bars in the beam uh is greater of the bars in the beam uh is greater than<00:26:26.400><c> the</c><00:26:26.559><c> size</c><00:26:26.799><c> of</c><00:26:26.880><c> the</c><00:26:27.039><c> bars</c><00:26:27.279><c> in</c><00:26:27.440><c> the</c><00:26:27.520><c> slaps</c> than the size of the bars in the slaps than the size of the bars in the slaps in<00:26:28.000><c> the</c><00:26:28.080><c> slaps</c><00:26:28.480><c> we</c><00:26:28.640><c> used</c><00:26:28.799><c> to</c><00:26:29.039><c> assume</c><00:26:29.360><c> the</c><00:26:29.600><c> five</c> in the slaps we used to assume the five in the slaps we used to assume the five bar<00:26:30.240><c> 10</c><00:26:30.559><c> mm</c><00:26:31.120><c> however</c><00:26:31.440><c> for</c><00:26:31.600><c> the</c><00:26:31.760><c> beams</c><00:26:32.159><c> here</c> bar 10 mm however for the beams here bar 10 mm however for the beams here just<00:26:32.880><c> assume</c><00:26:33.520><c> 20</c><00:26:34.080><c> so</c><00:26:34.400><c> substitute</c><00:26:34.960><c> these</c> just assume 20 so substitute these just assume 20 so substitute these values<00:26:35.520><c> into</c><00:26:35.840><c> here</c><00:26:36.080><c> you</c><00:26:36.240><c> can</c><00:26:36.400><c> get</c><00:26:36.559><c> the</c><00:26:37.039><c> h</c><00:26:37.840><c> okay</c> values into here you can get the h okay values into here you can get the h okay Usually<00:26:38.640><c> this</c><00:26:38.880><c> H</c><00:26:39.360><c> from</c><00:26:39.760><c> table</c><00:26:40.080><c> here</c><00:26:40.240><c> it</c> Usually this H from table here it Usually this H from table here it depends<00:26:40.720><c> on</c><00:26:40.960><c> D</c><00:26:41.760><c> and</c><00:26:42.080><c> it</c><00:26:42.320><c> is</c><00:26:42.640><c> like</c><00:26:42.960><c> little</c><00:26:43.279><c> bit</c> depends on D and it is like little bit depends on D and it is like little bit smaller<00:26:44.880><c> value.</c><00:26:45.520><c> So</c><00:26:46.080><c> always</c><00:26:46.480><c> round</c><00:26:46.880><c> H</c><00:26:47.200><c> up.</c> smaller value. So always round H up. smaller value. So always round H up. Okay,<00:26:48.000><c> round</c><00:26:48.320><c> it</c><00:26:48.480><c> up</c><00:26:49.039><c> to</c><00:26:49.200><c> the</c><00:26:49.440><c> nearest</c><00:26:49.760><c> 50</c><00:26:50.080><c> mm.</c> Okay, round it up to the nearest 50 mm. Okay, round it up to the nearest 50 mm. Okay,<00:26:51.679><c> and</c><00:26:52.000><c> keep</c><00:26:52.240><c> in</c><00:26:52.400><c> mind</c><00:26:52.559><c> that</c><00:26:52.799><c> the</c><00:26:52.960><c> H</c> Okay, and keep in mind that the H Okay, and keep in mind that the H minimum<00:26:53.679><c> will</c><00:26:54.320><c> be</c><00:26:54.559><c> 300</c><00:26:55.039><c> mm.</c><00:26:55.679><c> So</c><00:26:55.760><c> if</c><00:26:55.919><c> you</c><00:26:56.080><c> have</c> minimum will be 300 mm. So if you have minimum will be 300 mm. So if you have the<00:26:56.320><c> H</c><00:26:56.559><c> is</c><00:26:56.720><c> less</c><00:26:56.960><c> than</c><00:26:57.200><c> 300</c><00:26:57.600><c> mm,</c><00:26:58.159><c> take</c><00:26:58.320><c> it</c><00:26:58.480><c> as</c> the H is less than 300 mm, take it as the H is less than 300 mm, take it as 300<00:26:59.120><c> mm.</c><00:27:00.240><c> Okay,</c><00:27:01.039><c> if</c><00:27:01.279><c> it</c><00:27:01.360><c> is</c><00:27:01.520><c> greater</c><00:27:01.840><c> than</c><00:27:02.000><c> 300</c> 300 mm. Okay, if it is greater than 300 300 mm. Okay, if it is greater than 300 mm,<00:27:02.880><c> it</c><00:27:03.039><c> is</c><00:27:03.200><c> fine.</c><00:27:03.520><c> But</c><00:27:03.760><c> always</c><00:27:04.240><c> round</c><00:27:04.640><c> it</c><00:27:05.200><c> to</c> mm, it is fine. But always round it to mm, it is fine. But always round it to the<00:27:05.760><c> nearest</c><00:27:06.080><c> 50</c><00:27:06.400><c> mm.</c><00:27:06.960><c> So</c><00:27:07.120><c> if</c><00:27:07.279><c> you</c><00:27:07.440><c> have</c><00:27:07.600><c> 300</c> the nearest 50 mm. So if you have 300 the nearest 50 mm. So if you have 300 the<00:27:08.320><c> second</c><00:27:08.559><c> one</c><00:27:09.120><c> will</c><00:27:09.360><c> be</c><00:27:09.600><c> 350</c><00:27:10.559><c> then</c><00:27:10.960><c> 400</c><00:27:11.679><c> 450</c> the second one will be 350 then 400 450 the second one will be 350 then 400 450 and<00:27:13.039><c> so</c><00:27:13.200><c> on.</c><00:27:13.520><c> So</c><00:27:13.760><c> always</c><00:27:14.080><c> it</c><00:27:14.320><c> will</c><00:27:14.480><c> be</c><00:27:14.640><c> better</c> and so on. So always it will be better and so on. So always it will be better for<00:27:16.080><c> the</c><00:27:16.320><c> workers</c><00:27:16.640><c> in</c><00:27:16.880><c> the</c><00:27:17.039><c> site</c><00:27:17.279><c> to</c><00:27:17.520><c> go</c><00:27:17.760><c> with</c> for the workers in the site to go with for the workers in the site to go with 50<00:27:18.559><c> mm</c><00:27:19.679><c> uh</c><00:27:19.840><c> nearest</c><00:27:20.320><c> 50</c><00:27:20.640><c> mm</c><00:27:21.279><c> 5</c><00:27:21.600><c> cm</c><00:27:22.480><c> higher</c><00:27:22.880><c> for</c> 50 mm uh nearest 50 mm 5 cm higher for 50 mm uh nearest 50 mm 5 cm higher for the<00:27:23.520><c> beam.</c><00:27:23.919><c> So</c><00:27:24.080><c> the</c><00:27:24.240><c> H</c><00:27:24.559><c> will</c><00:27:24.720><c> be</c><00:27:24.960><c> 300.</c><00:27:25.600><c> This</c> the beam. So the H will be 300. This the beam. So the H will be 300. This will<00:27:25.919><c> be</c><00:27:26.000><c> the</c><00:27:26.159><c> minimum.</c><00:27:26.880><c> Then</c><00:27:27.039><c> you</c><00:27:27.200><c> will</c><00:27:27.360><c> go</c> will be the minimum. Then you will go will be the minimum. Then you will go 350<00:27:28.559><c> 400</c><00:27:29.279><c> 450</c><00:27:30.159><c> 500</c><00:27:30.960><c> and</c><00:27:31.360><c> so</c><00:27:31.679><c> on.</c><00:27:32.320><c> Okay.</c><00:27:32.640><c> So</c><00:27:32.880><c> this</c> 350 400 450 500 and so on. Okay. So this 350 400 450 500 and so on. Okay. So this will<00:27:33.279><c> be</c><00:27:33.919><c> the</c><00:27:34.159><c> H.</c><00:27:35.360><c> Now</c><00:27:36.159><c> you</c><00:27:36.400><c> need</c><00:27:36.559><c> to</c><00:27:36.720><c> find</c><00:27:36.880><c> the</c> will be the H. Now you need to find the will be the H. Now you need to find the width.<00:27:37.440><c> How</c><00:27:37.600><c> much</c><00:27:37.679><c> it</c><00:27:37.919><c> will</c><00:27:38.000><c> be</c><00:27:38.159><c> the</c><00:27:38.320><c> width</c><00:27:38.559><c> of</c> width. How much it will be the width of width. How much it will be the width of the<00:27:38.880><c> beam.</c><00:27:39.760><c> Normally</c><00:27:40.240><c> the</c><00:27:40.640><c> widths</c><00:27:41.120><c> will</c><00:27:41.279><c> be</c> the beam. Normally the widths will be the beam. Normally the widths will be ranging<00:27:42.080><c> between</c><00:27:42.559><c> h</c><00:27:43.039><c> over</c><00:27:43.360><c> 3</c><00:27:43.600><c> to</c><00:27:43.840><c> h</c><00:27:44.080><c> over</c><00:27:44.400><c> two.</c> ranging between h over 3 to h over two. ranging between h over 3 to h over two. Okay.<00:27:44.960><c> From</c><00:27:45.200><c> h</c><00:27:45.520><c> over</c><00:27:45.840><c> 3</c><00:27:46.400><c> to</c><00:27:46.640><c> h</c><00:27:46.960><c> /</c><00:27:47.279><c> two</c><00:27:48.159><c> and</c><00:27:48.480><c> round</c> Okay. From h over 3 to h / two and round Okay. From h over 3 to h / two and round it<00:27:48.960><c> to</c><00:27:49.120><c> the</c><00:27:49.279><c> nearest</c><00:27:49.679><c> 25</c><00:27:50.240><c> mm.</c><00:27:51.039><c> Okay.</c><00:27:51.360><c> We</c><00:27:51.520><c> round</c> it to the nearest 25 mm. Okay. We round it to the nearest 25 mm. Okay. We round to<00:27:52.000><c> the</c><00:27:52.159><c> nearest</c><00:27:52.640><c> 25</c><00:27:53.120><c> mm.</c><00:27:54.159><c> Also</c><00:27:55.039><c> you</c><00:27:55.279><c> may</c><00:27:55.520><c> take</c> to the nearest 25 mm. Also you may take to the nearest 25 mm. Also you may take another<00:27:56.559><c> h</c><00:27:56.880><c> which</c><00:27:57.120><c> which</c><00:27:57.440><c> is</c><00:27:57.600><c> not</c><00:27:57.760><c> similar</c><00:27:58.000><c> to</c> another h which which is not similar to another h which which is not similar to this<00:27:58.559><c> because</c><00:27:59.600><c> uh</c><00:27:59.919><c> another</c><00:28:00.399><c> b</c><00:28:00.799><c> sorry</c><00:28:01.520><c> because</c> this because uh another b sorry because this because uh another b sorry because this<00:28:02.480><c> width</c><00:28:02.799><c> of</c><00:28:02.960><c> the</c><00:28:03.120><c> beam</c><00:28:03.360><c> is</c><00:28:03.600><c> usually</c><00:28:04.080><c> is</c><00:28:04.960><c> uh</c> this width of the beam is usually is uh this width of the beam is usually is uh you<00:28:06.480><c> have</c><00:28:06.720><c> a</c><00:28:06.960><c> wall</c><00:28:07.279><c> under</c><00:28:07.600><c> the</c><00:28:07.760><c> beam.</c><00:28:08.559><c> So</c> you have a wall under the beam. So you have a wall under the beam. So sometimes<00:28:09.520><c> we</c><00:28:09.760><c> keep</c><00:28:10.080><c> or</c><00:28:10.320><c> like</c><00:28:10.559><c> it</c><00:28:10.799><c> is</c> sometimes we keep or like it is sometimes we keep or like it is preferable<00:28:11.600><c> to</c><00:28:11.919><c> use</c><00:28:12.240><c> to</c><00:28:12.480><c> keep</c><00:28:12.640><c> the</c><00:28:12.960><c> same</c><00:28:13.120><c> width</c> preferable to use to keep the same width preferable to use to keep the same width of<00:28:13.600><c> the</c><00:28:13.760><c> beam</c><00:28:14.000><c> as</c><00:28:14.240><c> the</c><00:28:14.399><c> same</c><00:28:14.640><c> width</c><00:28:14.880><c> of</c><00:28:15.120><c> the</c><00:28:16.000><c> uh</c> of the beam as the same width of the uh of the beam as the same width of the uh wall<00:28:16.559><c> under</c><00:28:16.799><c> the</c><00:28:16.960><c> beam.</c><00:28:17.440><c> Okay.</c><00:28:17.760><c> So</c><00:28:17.919><c> if</c><00:28:18.080><c> you</c> wall under the beam. Okay. So if you wall under the beam. Okay. So if you have<00:28:18.399><c> a</c><00:28:18.559><c> wall</c><00:28:18.799><c> of</c><00:28:19.039><c> 25</c><00:28:19.600><c> mm</c><00:28:20.159><c> width</c><00:28:21.039><c> okay</c><00:28:21.360><c> this</c><00:28:21.600><c> is</c> have a wall of 25 mm width okay this is have a wall of 25 mm width okay this is the<00:28:21.840><c> thickness</c><00:28:22.159><c> of</c><00:28:22.320><c> the</c><00:28:22.640><c> wall.</c><00:28:23.200><c> So</c><00:28:23.440><c> it</c><00:28:23.600><c> is</c> the thickness of the wall. So it is the thickness of the wall. So it is better<00:28:24.000><c> to</c><00:28:24.159><c> use</c><00:28:24.320><c> the</c><00:28:24.559><c> same</c><00:28:24.960><c> thickness</c><00:28:25.360><c> of</c><00:28:25.520><c> the</c> better to use the same thickness of the better to use the same thickness of the beam.<00:28:26.159><c> Okay?</c><00:28:27.440><c> Don't</c><00:28:27.760><c> use</c><00:28:28.240><c> a</c><00:28:28.720><c> a</c><00:28:28.960><c> smaller</c> beam. Okay? Don't use a a smaller beam. Okay? Don't use a a smaller thickness<00:28:29.919><c> or</c><00:28:30.159><c> a</c><00:28:30.320><c> smaller</c><00:28:30.880><c> B,</c><00:28:31.440><c> a</c><00:28:31.600><c> smaller</c><00:28:32.000><c> B</c><00:28:32.320><c> of</c> thickness or a smaller B, a smaller B of thickness or a smaller B, a smaller B of the<00:28:32.720><c> beam</c><00:28:33.120><c> than</c><00:28:33.520><c> the</c><00:28:33.760><c> wall</c><00:28:34.080><c> under</c><00:28:34.320><c> the</c><00:28:34.559><c> beam.</c> the beam than the wall under the beam. the beam than the wall under the beam. But<00:28:35.440><c> we</c><00:28:35.760><c> may</c><00:28:36.080><c> use</c><00:28:36.799><c> a</c><00:28:37.200><c> bigger</c><00:28:37.600><c> B</c><00:28:38.000><c> than</c><00:28:38.159><c> the</c><00:28:38.399><c> wall.</c> But we may use a bigger B than the wall. But we may use a bigger B than the wall. If<00:28:38.799><c> you</c><00:28:38.960><c> have</c><00:28:39.039><c> a</c><00:28:39.200><c> wall</c><00:28:39.440><c> of</c><00:28:39.600><c> 10</c><00:28:39.840><c> cm</c><00:28:40.480><c> only,</c><00:28:41.200><c> okay,</c> If you have a wall of 10 cm only, okay, If you have a wall of 10 cm only, okay, 100<00:28:42.159><c> mm,</c><00:28:43.440><c> okay,</c><00:28:43.760><c> in</c><00:28:44.000><c> this</c><00:28:44.159><c> case,</c><00:28:44.399><c> you</c><00:28:44.720><c> may</c><00:28:44.960><c> use</c> 100 mm, okay, in this case, you may use 100 mm, okay, in this case, you may use a<00:28:45.520><c> 20</c><00:28:46.080><c> mm</c><00:28:46.960><c> width</c><00:28:47.520><c> beam</c><00:28:47.840><c> or</c><00:28:48.159><c> 25</c><00:28:49.120><c> to</c><00:28:49.360><c> be</c><00:28:49.520><c> able</c><00:28:49.679><c> to</c> a 20 mm width beam or 25 to be able to a 20 mm width beam or 25 to be able to put<00:28:50.080><c> your</c><00:28:50.720><c> reinforcement</c><00:28:51.600><c> because</c><00:28:52.000><c> making</c><00:28:52.320><c> a</c> put your reinforcement because making a put your reinforcement because making a beam<00:28:52.799><c> with</c><00:28:53.039><c> 10</c><00:28:53.440><c> 10</c><00:28:54.080><c> cm</c><00:28:55.120><c> will</c><00:28:55.360><c> be</c><00:28:55.440><c> very</c><00:28:55.679><c> small.</c> beam with 10 10 cm will be very small. beam with 10 10 cm will be very small. Sometimes<00:28:56.399><c> will</c><00:28:56.480><c> be</c><00:28:56.640><c> difficult</c><00:28:56.880><c> to</c><00:28:57.039><c> put</c><00:28:57.200><c> your</c> Sometimes will be difficult to put your Sometimes will be difficult to put your reinforcement<00:28:57.840><c> inside.</c><00:28:58.640><c> Okay?</c><00:28:59.120><c> So,</c><00:28:59.360><c> don't</c> reinforcement inside. Okay? So, don't reinforcement inside. Okay? So, don't use<00:28:59.919><c> a</c><00:29:00.159><c> beam</c><00:29:00.960><c> with</c><00:29:01.279><c> a</c><00:29:01.440><c> be</c><00:29:01.760><c> less</c><00:29:02.080><c> than</c><00:29:02.399><c> the</c><00:29:02.880><c> wall</c> use a beam with a be less than the wall use a beam with a be less than the wall under<00:29:03.840><c> the</c><00:29:04.000><c> beam,</c><00:29:04.320><c> but</c><00:29:04.559><c> you</c><00:29:04.720><c> can</c><00:29:04.880><c> use</c><00:29:05.039><c> it</c> under the beam, but you can use it under the beam, but you can use it bigger<00:29:06.080><c> than</c><00:29:06.559><c> the</c><00:29:06.880><c> wall</c><00:29:07.360><c> thickness.</c><00:29:08.240><c> Okay.</c> bigger than the wall thickness. Okay. bigger than the wall thickness. Okay. And<00:29:09.039><c> always</c><00:29:09.440><c> round</c><00:29:09.679><c> it</c><00:29:09.840><c> to</c><00:29:10.159><c> nearest</c><00:29:10.640><c> 25</c><00:29:11.760><c> mm.</c> And always round it to nearest 25 mm. And always round it to nearest 25 mm. Once<00:29:14.559><c> you</c><00:29:15.039><c> calculated</c><00:29:15.840><c> the</c><00:29:16.159><c> H.</c><00:29:16.880><c> Okay.</c><00:29:17.440><c> And</c> Once you calculated the H. Okay. And Once you calculated the H. Okay. And because<00:29:18.000><c> we</c><00:29:18.240><c> rounded,</c><00:29:19.120><c> so</c><00:29:19.360><c> we</c><00:29:19.600><c> have</c><00:29:19.840><c> to</c> because we rounded, so we have to because we rounded, so we have to recalculate<00:29:20.720><c> the</c><00:29:20.960><c> D</c><00:29:21.600><c> again.</c><00:29:21.919><c> The</c><00:29:22.080><c> D,</c><00:29:22.320><c> it</c><00:29:22.480><c> will</c> recalculate the D again. The D, it will recalculate the D again. The D, it will be<00:29:22.960><c> using</c><00:29:23.279><c> the</c><00:29:23.520><c> same</c><00:29:23.679><c> equation</c><00:29:24.080><c> here.</c><00:29:24.320><c> You</c><00:29:24.480><c> can</c> be using the same equation here. You can be using the same equation here. You can use<00:29:24.720><c> the</c><00:29:24.880><c> D.</c><00:29:25.120><c> Take</c><00:29:25.200><c> the</c><00:29:25.360><c> D</c><00:29:25.520><c> from</c><00:29:25.679><c> the</c><00:29:25.840><c> other</c> use the D. Take the D from the other use the D. Take the D from the other side.<00:29:26.240><c> It</c><00:29:26.399><c> will</c><00:29:26.559><c> be</c><00:29:26.640><c> equals</c><00:29:26.960><c> to</c><00:29:27.200><c> H</c><00:29:27.679><c> minus</c><00:29:28.559><c> cover</c> side. It will be equals to H minus cover side. It will be equals to H minus cover plus<00:29:29.360><c> length</c><00:29:29.679><c> +</c><00:29:30.000><c> 5</c><00:29:30.559><c> bar</c><00:29:31.039><c> over</c><00:29:31.679><c> two.</c><00:29:32.399><c> By</c><00:29:32.640><c> doing</c> plus length + 5 bar over two. By doing plus length + 5 bar over two. By doing that,<00:29:33.120><c> so</c><00:29:33.360><c> you</c><00:29:33.520><c> finish</c><00:29:33.760><c> the</c><00:29:34.000><c> initial</c> that, so you finish the initial that, so you finish the initial proportioning.<00:29:35.200><c> you</c><00:29:35.520><c> know</c><00:29:36.159><c> the</c><00:29:36.559><c> edge</c><00:29:37.360><c> and</c> proportioning. you know the edge and proportioning. you know the edge and also<00:29:38.159><c> you</c><00:29:38.399><c> know</c><00:29:38.880><c> the</c><00:29:39.120><c> beam.</c><00:29:39.600><c> So</c><00:29:39.760><c> you</c><00:29:40.000><c> are</c><00:29:40.159><c> ready</c> also you know the beam. So you are ready also you know the beam. So you are ready now<00:29:40.559><c> to</c><00:29:40.799><c> go</c><00:29:40.880><c> to</c><00:29:41.039><c> the</c><00:29:41.279><c> second</c><00:29:41.600><c> step</c><00:29:41.919><c> about</c><00:29:42.640><c> final</c> now to go to the second step about final now to go to the second step about final proportioning<00:29:44.399><c> and</c><00:29:44.799><c> always</c><00:29:45.200><c> final</c> proportioning and always final proportioning and always final proportion<00:29:46.080><c> is</c><00:29:46.240><c> starting</c><00:29:46.720><c> by</c><00:29:47.120><c> calculating</c> proportion is starting by calculating proportion is starting by calculating loads.<00:29:48.640><c> So</c><00:29:48.720><c> we</c><00:29:48.960><c> start</c><00:29:49.200><c> by</c><00:29:49.360><c> the</c><00:29:49.600><c> dead</c><00:29:49.760><c> loads.</c><00:29:50.559><c> In</c> loads. So we start by the dead loads. In loads. So we start by the dead loads. In this<00:29:50.960><c> case</c><00:29:51.279><c> dead</c><00:29:51.520><c> loads</c><00:29:51.840><c> we</c><00:29:52.080><c> have</c><00:29:52.559><c> different</c> this case dead loads we have different this case dead loads we have different types<00:29:53.279><c> of</c><00:29:53.440><c> loads.</c><00:29:54.159><c> Usually</c><00:29:54.480><c> we</c><00:29:54.640><c> have</c><00:29:54.720><c> it</c><00:29:54.880><c> on</c> types of loads. Usually we have it on types of loads. Usually we have it on the<00:29:55.200><c> beams.</c><00:29:55.520><c> The</c><00:29:55.760><c> first</c><00:29:55.919><c> thing</c><00:29:56.080><c> is</c><00:29:56.320><c> the</c><00:29:56.960><c> self</c> the beams. The first thing is the self the beams. The first thing is the self weight<00:29:57.440><c> of</c><00:29:57.600><c> the</c><00:29:57.760><c> beam.</c><00:29:58.240><c> Okay</c><00:29:58.559><c> the</c><00:29:58.720><c> self</c><00:29:59.120><c> weight</c> weight of the beam. Okay the self weight weight of the beam. Okay the self weight of<00:29:59.919><c> the</c><00:30:00.080><c> beam.</c><00:30:00.720><c> Self</c><00:30:01.039><c> weight</c><00:30:01.200><c> of</c><00:30:01.360><c> the</c><00:30:01.440><c> beam</c> of the beam. Self weight of the beam of the beam. Self weight of the beam equals<00:30:02.720><c> H</c><00:30:03.120><c> -</c><00:30:03.440><c> HF</c> equals H - HF equals H - HF <00:30:05.679><c> B</c><00:30:06.240><c> </c><00:30:06.559><c> gamma</c><00:30:07.039><c> </c><00:30:07.279><c> L.</c><00:30:07.919><c> Okay,</c><00:30:08.480><c> what</c><00:30:08.720><c> are</c><00:30:08.960><c> these</c> B * gamma * L. Okay, what are these * B * gamma * L. Okay, what are these values?<00:30:10.159><c> It</c><00:30:10.399><c> will</c><00:30:10.559><c> be</c><00:30:10.720><c> the</c><00:30:11.200><c> cross-section</c><00:30:11.760><c> of</c> values? It will be the cross-section of values? It will be the cross-section of the<00:30:12.159><c> beam.</c><00:30:12.799><c> Okay,</c><00:30:13.120><c> we</c><00:30:13.279><c> need</c><00:30:13.360><c> to</c><00:30:13.520><c> get</c><00:30:13.679><c> the</c> the beam. Okay, we need to get the the beam. Okay, we need to get the volume<00:30:14.640><c> multiplied</c><00:30:15.279><c> by</c><00:30:16.399><c> denasty.</c><00:30:17.360><c> Okay,</c><00:30:17.919><c> by</c> volume multiplied by denasty. Okay, by volume multiplied by denasty. Okay, by the<00:30:18.559><c> total</c><00:30:19.039><c> length</c><00:30:19.360><c> of</c><00:30:19.520><c> the</c><00:30:19.679><c> beam</c><00:30:20.000><c> to</c><00:30:20.159><c> get</c><00:30:20.240><c> it</c> the total length of the beam to get it the total length of the beam to get it as<00:30:20.480><c> a</c><00:30:20.640><c> kilon.</c><00:30:21.760><c> So</c><00:30:22.080><c> the</c><00:30:22.320><c> cross-section</c><00:30:23.600><c> it</c><00:30:23.840><c> will</c> as a kilon. So the cross-section it will as a kilon. So the cross-section it will be<00:30:24.080><c> H</c><00:30:24.320><c> minus</c><00:30:24.640><c> HF</c><00:30:25.200><c> because</c><00:30:25.440><c> this</c><00:30:25.679><c> HF</c><00:30:26.159><c> is</c><00:30:26.240><c> the</c> be H minus HF because this HF is the be H minus HF because this HF is the thickness<00:30:26.720><c> of</c><00:30:26.799><c> the</c><00:30:26.960><c> slab.</c><00:30:27.360><c> It</c><00:30:27.600><c> is</c><00:30:27.679><c> already</c> thickness of the slab. It is already thickness of the slab. It is already considered<00:30:28.399><c> in</c><00:30:28.559><c> the</c><00:30:28.640><c> slab.</c><00:30:29.039><c> we</c><00:30:29.200><c> need</c><00:30:29.279><c> to</c> considered in the slab. we need to considered in the slab. we need to repeat<00:30:29.679><c> it.</c><00:30:30.399><c> Okay.</c><00:30:30.960><c> So,</c><00:30:31.200><c> h</c><00:30:31.520><c> is</c><00:30:31.679><c> the</c><00:30:31.840><c> total</c> repeat it. Okay. So, h is the total repeat it. Okay. So, h is the total height<00:30:32.320><c> of</c><00:30:32.480><c> the</c><00:30:32.640><c> beam</c><00:30:33.360><c> minus</c><00:30:34.240><c> h</c><00:30:34.559><c> of</c><00:30:34.799><c> the</c> height of the beam minus h of the height of the beam minus h of the flange.<00:30:35.760><c> Okay.</c><00:30:36.480><c> Multiplied</c><00:30:37.039><c> by</c><00:30:37.200><c> the</c><00:30:37.440><c> B</c><00:30:37.679><c> web</c> flange. Okay. Multiplied by the B web flange. Okay. Multiplied by the B web multiplied<00:30:39.120><c> by</c><00:30:39.279><c> gamma.</c><00:30:39.919><c> This</c><00:30:40.159><c> will</c><00:30:40.320><c> give</c><00:30:40.480><c> you</c> multiplied by gamma. This will give you multiplied by gamma. This will give you this<00:30:41.120><c> part</c><00:30:41.440><c> here</c><00:30:41.679><c> will</c><00:30:41.919><c> give</c><00:30:42.000><c> you</c><00:30:42.240><c> per</c><00:30:42.880><c> meter.</c> this part here will give you per meter. this part here will give you per meter. If<00:30:43.679><c> you</c><00:30:43.840><c> want</c><00:30:43.919><c> to</c><00:30:44.080><c> get</c><00:30:44.240><c> it</c><00:30:44.399><c> as</c><00:30:44.720><c> for</c><00:30:44.960><c> the</c><00:30:45.120><c> total</c> If you want to get it as for the total If you want to get it as for the total length<00:30:45.679><c> of</c><00:30:45.840><c> the</c><00:30:45.919><c> beam,</c><00:30:46.159><c> you</c><00:30:46.320><c> multiply</c><00:30:46.640><c> by</c><00:30:46.799><c> the</c> length of the beam, you multiply by the length of the beam, you multiply by the length<00:30:47.279><c> it</c><00:30:47.440><c> will</c><00:30:47.520><c> give</c><00:30:47.679><c> you</c><00:30:47.840><c> as</c><00:30:48.559><c> kilon.</c><00:30:49.520><c> Okay,</c> length it will give you as kilon. Okay, length it will give you as kilon. Okay, this<00:30:50.159><c> will</c><00:30:50.320><c> be</c><00:30:50.399><c> the</c><00:30:50.880><c> self</c><00:30:51.279><c> weight</c><00:30:51.760><c> of</c><00:30:52.000><c> the</c> this will be the self weight of the this will be the self weight of the beam.<00:30:52.960><c> Then</c><00:30:53.200><c> we</c><00:30:53.520><c> have</c><00:30:53.840><c> dead</c><00:30:54.399><c> load</c><00:30:54.880><c> from</c><00:30:55.440><c> the</c> beam. Then we have dead load from the beam. Then we have dead load from the slab. slab. slab. dead<00:30:57.440><c> load</c><00:30:58.240><c> from</c><00:30:58.399><c> the</c><00:30:58.559><c> slab</c><00:30:58.880><c> equals</c><00:31:00.240><c> dead</c><00:31:00.480><c> load</c> dead load from the slab equals dead load dead load from the slab equals dead load multiplied<00:31:01.440><c> by</c><00:31:01.600><c> the</c><00:31:01.840><c> area</c><00:31:02.159><c> supported.</c><00:31:03.039><c> Okay,</c> multiplied by the area supported. Okay, multiplied by the area supported. Okay, if<00:31:03.600><c> you</c><00:31:03.760><c> have</c><00:31:03.840><c> an</c><00:31:04.080><c> area</c><00:31:04.799><c> of</c><00:31:05.039><c> the</c><00:31:05.200><c> slab</c> if you have an area of the slab if you have an area of the slab supported<00:31:05.919><c> on</c><00:31:06.080><c> a</c><00:31:06.240><c> beam.</c><00:31:06.559><c> So</c><00:31:06.640><c> you</c><00:31:06.799><c> have</c><00:31:06.960><c> this</c> supported on a beam. So you have this supported on a beam. So you have this area<00:31:07.679><c> it</c><00:31:07.840><c> is</c><00:31:08.000><c> meter</c><00:31:08.320><c> squared</c><00:31:08.799><c> multiplied</c><00:31:09.360><c> by</c> area it is meter squared multiplied by area it is meter squared multiplied by the<00:31:09.760><c> load</c><00:31:10.080><c> kon</c><00:31:10.640><c> per</c><00:31:10.799><c> meter</c><00:31:11.120><c> squared</c><00:31:11.440><c> it</c><00:31:11.600><c> will</c> the load kon per meter squared it will the load kon per meter squared it will give<00:31:11.840><c> you</c><00:31:12.320><c> as</c><00:31:12.640><c> a</c><00:31:12.799><c> load</c><00:31:13.039><c> in</c><00:31:13.360><c> kilon.</c><00:31:14.240><c> This</c><00:31:14.480><c> will</c> give you as a load in kilon. This will give you as a load in kilon. This will be<00:31:14.720><c> the</c><00:31:14.880><c> dead</c><00:31:15.120><c> load</c><00:31:15.360><c> from</c><00:31:15.919><c> the</c><00:31:16.159><c> slab.</c><00:31:17.200><c> If</c><00:31:17.440><c> you</c> be the dead load from the slab. If you be the dead load from the slab. If you have<00:31:17.840><c> walls</c><00:31:18.880><c> on</c><00:31:19.200><c> the</c><00:31:19.360><c> slab</c><00:31:19.840><c> if</c><00:31:20.000><c> you</c><00:31:20.159><c> have</c><00:31:20.320><c> walls</c> have walls on the slab if you have walls have walls on the slab if you have walls not<00:31:21.440><c> partitions</c><00:31:22.240><c> like</c><00:31:23.279><c> real</c><00:31:23.600><c> walls</c><00:31:24.080><c> on</c><00:31:24.480><c> the</c> not partitions like real walls on the not partitions like real walls on the beam<00:31:25.440><c> supported</c><00:31:25.919><c> on</c><00:31:26.080><c> the</c><00:31:26.240><c> beam.</c><00:31:26.720><c> So</c><00:31:26.960><c> again</c><00:31:27.279><c> you</c> beam supported on the beam. So again you beam supported on the beam. So again you need<00:31:27.600><c> to</c><00:31:27.760><c> consider</c><00:31:28.159><c> that</c><00:31:28.399><c> because</c><00:31:28.640><c> usually</c><00:31:28.960><c> it</c> need to consider that because usually it need to consider that because usually it will<00:31:29.279><c> be</c><00:31:29.440><c> like</c><00:31:29.679><c> heavy</c><00:31:30.159><c> walls.</c><00:31:30.880><c> To</c><00:31:31.039><c> do</c><00:31:31.200><c> that</c><00:31:31.360><c> it</c> will be like heavy walls. To do that it will be like heavy walls. To do that it will<00:31:31.679><c> be</c><00:31:31.840><c> similar</c><00:31:32.159><c> to</c><00:31:32.399><c> the</c><00:31:32.640><c> self</c><00:31:33.039><c> weight</c><00:31:33.440><c> but</c> will be similar to the self weight but will be similar to the self weight but in<00:31:33.840><c> this</c><00:31:34.000><c> case</c><00:31:34.159><c> we</c><00:31:34.320><c> get</c><00:31:34.399><c> the</c><00:31:34.559><c> self</c><00:31:34.799><c> weight</c><00:31:35.039><c> of</c> in this case we get the self weight of in this case we get the self weight of the<00:31:35.520><c> wall.</c><00:31:35.919><c> It</c><00:31:36.080><c> will</c><00:31:36.240><c> be</c><00:31:36.399><c> the</c><00:31:36.559><c> width</c><00:31:36.799><c> of</c><00:31:36.960><c> the</c> the wall. It will be the width of the the wall. It will be the width of the wall<00:31:37.600><c> times</c><00:31:38.000><c> height</c><00:31:38.320><c> of</c><00:31:38.480><c> the</c><00:31:38.640><c> wall</c><00:31:39.200><c> times</c> wall times height of the wall times wall times height of the wall times gamma<00:31:40.320><c> times</c><00:31:40.640><c> the</c><00:31:40.799><c> span</c><00:31:41.279><c> again</c><00:31:41.519><c> it</c><00:31:41.679><c> will</c><00:31:41.760><c> be</c> gamma times the span again it will be gamma times the span again it will be kon.<00:31:42.559><c> So</c><00:31:42.640><c> it</c><00:31:42.799><c> is</c><00:31:42.880><c> repeated</c><00:31:43.360><c> of</c><00:31:43.679><c> this</c><00:31:44.000><c> one.</c> kon. So it is repeated of this one. kon. So it is repeated of this one. Okay.<00:31:45.279><c> The</c><00:31:45.679><c> height</c><00:31:46.000><c> of</c><00:31:46.159><c> the</c><00:31:46.320><c> wall</c><00:31:46.559><c> it</c><00:31:46.720><c> is</c> Okay. The height of the wall it is Okay. The height of the wall it is similar<00:31:47.200><c> to</c><00:31:47.360><c> the</c><00:31:47.519><c> height</c><00:31:47.760><c> of</c><00:31:47.919><c> the</c><00:31:48.240><c> beam</c><00:31:48.640><c> husf.</c> similar to the height of the beam husf. similar to the height of the beam husf. width<00:31:50.480><c> of</c><00:31:50.640><c> the</c><00:31:50.799><c> wall</c><00:31:51.039><c> it</c><00:31:51.200><c> is</c><00:31:51.360><c> the</c><00:31:51.679><c> similar</c><00:31:52.000><c> to</c> width of the wall it is the similar to width of the wall it is the similar to the<00:31:52.320><c> here</c><00:31:52.720><c> B</c><00:31:53.039><c> in</c><00:31:53.200><c> the</c><00:31:53.360><c> case</c><00:31:53.519><c> of</c><00:31:53.679><c> the</c><00:31:53.760><c> self</c> the here B in the case of the self the here B in the case of the self weight<00:31:54.240><c> of</c><00:31:54.320><c> the</c><00:31:54.399><c> beam</c><00:31:54.640><c> it</c><00:31:54.799><c> is</c><00:31:54.880><c> B</c><00:31:55.519><c> multiplied</c><00:31:56.080><c> by</c> weight of the beam it is B multiplied by weight of the beam it is B multiplied by gamma<00:31:56.799><c> multiplied</c><00:31:57.279><c> by</c><00:31:57.519><c> L</c><00:31:57.840><c> but</c><00:31:58.000><c> in</c><00:31:58.159><c> this</c><00:31:58.320><c> case</c> gamma multiplied by L but in this case gamma multiplied by L but in this case the<00:31:59.279><c> gamma</c><00:31:59.600><c> of</c><00:31:59.760><c> the</c><00:31:59.919><c> wall</c><00:32:00.159><c> should</c><00:32:00.399><c> be</c><00:32:00.559><c> taken</c> the gamma of the wall should be taken the gamma of the wall should be taken into<00:32:01.200><c> consideration</c><00:32:01.679><c> and</c><00:32:01.919><c> the</c><00:32:02.080><c> density</c><00:32:02.480><c> of</c> into consideration and the density of into consideration and the density of the<00:32:02.720><c> wall</c><00:32:02.960><c> it</c><00:32:03.120><c> depends</c><00:32:03.360><c> on</c><00:32:03.440><c> the</c><00:32:03.600><c> type</c><00:32:03.760><c> of</c><00:32:03.919><c> the</c> the wall it depends on the type of the the wall it depends on the type of the wall<00:32:04.240><c> that</c><00:32:04.399><c> you</c><00:32:04.480><c> have</c><00:32:04.640><c> you</c><00:32:04.799><c> have</c><00:32:04.880><c> hollow</c> wall that you have you have hollow wall that you have you have hollow blocks<00:32:05.440><c> if</c><00:32:05.600><c> you</c><00:32:05.679><c> have</c><00:32:05.760><c> solid</c><00:32:06.080><c> blocks</c><00:32:07.039><c> uh</c><00:32:07.279><c> what</c> blocks if you have solid blocks uh what blocks if you have solid blocks uh what is<00:32:07.600><c> the</c><00:32:07.760><c> type</c><00:32:07.840><c> of</c><00:32:08.000><c> the</c><00:32:08.159><c> material</c><00:32:08.399><c> that</c><00:32:08.640><c> you</c><00:32:08.799><c> are</c> is the type of the material that you are is the type of the material that you are using<00:32:09.200><c> lightweight</c><00:32:09.760><c> or</c><00:32:10.000><c> heavy</c><00:32:10.240><c> weight</c><00:32:10.480><c> and</c><00:32:10.640><c> so</c> using lightweight or heavy weight and so using lightweight or heavy weight and so on.<00:32:11.200><c> So</c><00:32:11.440><c> based</c><00:32:11.760><c> on</c><00:32:11.919><c> the</c><00:32:12.080><c> type</c><00:32:12.320><c> of</c><00:32:12.480><c> the</c><00:32:12.640><c> wall</c><00:32:12.960><c> you</c> on. So based on the type of the wall you on. So based on the type of the wall you have<00:32:13.279><c> to</c><00:32:13.600><c> know</c><00:32:13.919><c> how</c><00:32:14.080><c> much</c><00:32:14.320><c> it</c><00:32:14.480><c> will</c><00:32:14.640><c> be</c><00:32:14.880><c> the</c> have to know how much it will be the have to know how much it will be the gamma<00:32:15.600><c> of</c><00:32:15.760><c> the</c><00:32:15.919><c> wall.</c><00:32:16.880><c> However</c><00:32:17.200><c> for</c><00:32:17.440><c> the</c> gamma of the wall. However for the gamma of the wall. However for the concrete<00:32:18.000><c> we</c><00:32:18.159><c> use</c><00:32:18.320><c> the</c><00:32:18.399><c> gamma</c><00:32:18.720><c> for</c><00:32:18.880><c> the</c> concrete we use the gamma for the concrete we use the gamma for the concrete<00:32:19.360><c> which</c><00:32:19.600><c> is</c><00:32:19.760><c> usually</c><00:32:20.240><c> 24</c><00:32:20.720><c> kon</c><00:32:21.279><c> per</c> concrete which is usually 24 kon per concrete which is usually 24 kon per meter<00:32:21.919><c> cube.</c><00:32:22.559><c> So</c><00:32:22.799><c> if</c><00:32:23.039><c> you</c><00:32:23.120><c> calculated</c><00:32:23.600><c> the</c> meter cube. So if you calculated the meter cube. So if you calculated the self<00:32:24.080><c> weight</c><00:32:24.240><c> of</c><00:32:24.320><c> the</c><00:32:24.480><c> beam</c><00:32:24.799><c> kon</c> self weight of the beam kon self weight of the beam kon dead<00:32:26.640><c> load</c><00:32:26.880><c> from</c><00:32:27.039><c> the</c><00:32:27.120><c> slab</c><00:32:27.360><c> in</c><00:32:27.519><c> kon</c><00:32:28.320><c> wall</c><00:32:28.559><c> load</c> dead load from the slab in kon wall load dead load from the slab in kon wall load as<00:32:28.880><c> in</c><00:32:29.039><c> kon</c><00:32:29.679><c> to</c><00:32:29.840><c> get</c><00:32:29.919><c> the</c><00:32:30.080><c> total</c><00:32:30.320><c> dead</c><00:32:30.559><c> load</c><00:32:30.799><c> you</c> as in kon to get the total dead load you as in kon to get the total dead load you get<00:32:31.039><c> the</c><00:32:31.200><c> summation</c><00:32:31.519><c> of</c><00:32:31.679><c> the</c><00:32:31.840><c> three</c><00:32:32.080><c> values</c> get the summation of the three values get the summation of the three values here.<00:32:33.360><c> Self</c><00:32:33.679><c> weight</c><00:32:34.159><c> slab</c><00:32:34.559><c> load</c><00:32:34.880><c> and</c><00:32:35.120><c> wall</c> here. Self weight slab load and wall here. Self weight slab load and wall load<00:32:35.600><c> it</c><00:32:35.840><c> will</c><00:32:35.919><c> be</c><00:32:36.080><c> as</c><00:32:36.480><c> kon.</c><00:32:37.519><c> Okay.</c><00:32:38.480><c> Now</c><00:32:38.640><c> you</c> load it will be as kon. Okay. Now you load it will be as kon. Okay. Now you need<00:32:39.039><c> to</c><00:32:39.279><c> add</c><00:32:39.519><c> the</c><00:32:39.760><c> live</c><00:32:40.080><c> load.</c><00:32:40.480><c> live</c><00:32:40.720><c> load</c> need to add the live load. live load need to add the live load. live load from<00:32:41.279><c> only</c><00:32:41.760><c> live</c><00:32:42.000><c> load</c><00:32:42.240><c> it</c><00:32:42.399><c> comes</c><00:32:42.640><c> from</c><00:32:42.799><c> the</c> from only live load it comes from the from only live load it comes from the slab.<00:32:43.760><c> So</c><00:32:43.919><c> it</c><00:32:44.159><c> will</c><00:32:44.320><c> be</c><00:32:44.559><c> the</c><00:32:45.039><c> live</c><00:32:45.279><c> load</c> slab. So it will be the live load slab. So it will be the live load multiplied<00:32:46.240><c> by</c><00:32:46.399><c> the</c><00:32:46.559><c> area</c><00:32:47.279><c> supported</c><00:32:47.840><c> area</c><00:32:48.080><c> of</c> multiplied by the area supported area of multiplied by the area supported area of the<00:32:48.320><c> slab</c><00:32:48.720><c> supported</c><00:32:49.120><c> on</c><00:32:49.760><c> the</c><00:32:50.240><c> beam.</c><00:32:50.640><c> It</c><00:32:50.880><c> is</c> the slab supported on the beam. It is the slab supported on the beam. It is similar<00:32:51.279><c> to</c><00:32:51.600><c> the</c><00:32:51.840><c> dead</c><00:32:52.080><c> load.</c><00:32:52.480><c> But</c><00:32:52.559><c> in</c><00:32:52.799><c> this</c> similar to the dead load. But in this similar to the dead load. But in this case<00:32:53.120><c> we</c><00:32:53.360><c> instead</c><00:32:53.679><c> of</c><00:32:53.840><c> using</c><00:32:54.080><c> the</c><00:32:54.240><c> dead</c><00:32:54.399><c> load</c> case we instead of using the dead load case we instead of using the dead load we<00:32:54.880><c> use</c><00:32:54.960><c> the</c><00:32:55.600><c> live</c><00:32:55.919><c> load.</c><00:32:56.799><c> Okay.</c><00:32:57.120><c> So</c><00:32:57.360><c> usually</c> we use the live load. Okay. So usually we use the live load. Okay. So usually live<00:32:58.000><c> load</c><00:32:58.159><c> is</c><00:32:58.320><c> kon</c><00:32:58.880><c> per</c><00:32:59.039><c> meter</c><00:32:59.279><c> squared.</c><00:32:59.600><c> It</c> live load is kon per meter squared. It live load is kon per meter squared. It could<00:32:59.840><c> be</c><00:33:00.000><c> 2</c><00:33:00.080><c> kon</c><00:33:00.720><c> 3</c><00:33:00.880><c> kon</c><00:33:01.360><c> per</c><00:33:01.519><c> meter</c><00:33:01.760><c> square</c> could be 2 kon 3 kon per meter square could be 2 kon 3 kon per meter square multiplied<00:33:02.559><c> by</c><00:33:02.720><c> the</c><00:33:02.880><c> area</c><00:33:03.200><c> supported.</c><00:33:04.399><c> Uh</c><00:33:04.880><c> and</c> multiplied by the area supported. Uh and multiplied by the area supported. Uh and in<00:33:05.360><c> this</c><00:33:05.519><c> case</c><00:33:05.679><c> you</c><00:33:05.840><c> will</c><00:33:05.919><c> get</c><00:33:06.080><c> the</c><00:33:06.240><c> load</c><00:33:06.480><c> as</c> in this case you will get the load as in this case you will get the load as kilon.<00:33:08.480><c> Once</c><00:33:08.720><c> you</c><00:33:08.880><c> have</c><00:33:09.039><c> the</c><00:33:09.200><c> total</c><00:33:09.519><c> dead</c><00:33:09.760><c> load</c> kilon. Once you have the total dead load kilon. Once you have the total dead load and<00:33:10.240><c> the</c><00:33:10.480><c> total</c><00:33:10.799><c> life</c><00:33:11.039><c> load</c><00:33:11.600><c> in</c><00:33:11.760><c> this</c><00:33:11.919><c> case</c><00:33:12.159><c> it</c> and the total life load in this case it and the total life load in this case it will<00:33:12.480><c> be</c><00:33:12.640><c> able</c><00:33:13.279><c> you</c><00:33:13.440><c> will</c><00:33:13.600><c> be</c><00:33:13.760><c> able</c><00:33:13.919><c> to</c><00:33:14.080><c> get</c><00:33:14.240><c> the</c> will be able you will be able to get the will be able you will be able to get the total<00:33:14.880><c> load</c><00:33:15.679><c> ultimate</c><00:33:16.080><c> load</c><00:33:16.320><c> in</c><00:33:16.559><c> this</c><00:33:16.720><c> case</c> total load ultimate load in this case total load ultimate load in this case will<00:33:17.679><c> be</c><00:33:17.919><c> 1.4</c><00:33:18.960><c> times</c><00:33:19.200><c> dead</c><00:33:19.519><c> load</c><00:33:19.760><c> plus</c><00:33:20.159><c> 1.6</c><00:33:20.960><c> 6</c><00:33:21.279><c> </c> will be 1.4 times dead load plus 1.6 6 will be 1.4 times dead load plus 1.6 6 * 5<00:33:21.840><c> load</c><00:33:22.159><c> as</c><00:33:22.799><c> a</c><00:33:23.039><c> kilon</c><00:33:23.360><c> newton.</c><00:33:23.919><c> This</c><00:33:24.080><c> is</c><00:33:24.320><c> still</c> 5 load as a kilon newton. This is still 5 load as a kilon newton. This is still kilon<00:33:25.039><c> newton.</c><00:33:25.600><c> Okay.</c><00:33:26.000><c> So</c><00:33:26.159><c> this</c><00:33:26.399><c> is</c><00:33:26.480><c> the</c> kilon newton. Okay. So this is the kilon newton. Okay. So this is the resultant<00:33:27.120><c> of</c><00:33:27.279><c> the</c><00:33:27.440><c> load.</c><00:33:27.679><c> If</c><00:33:27.840><c> you</c><00:33:27.919><c> want</c><00:33:28.000><c> to</c> resultant of the load. If you want to resultant of the load. If you want to get<00:33:28.240><c> the</c><00:33:28.480><c> load</c><00:33:28.720><c> as</c><00:33:30.159><c> kon</c><00:33:30.880><c> per</c><00:33:31.039><c> meter</c><00:33:31.360><c> as</c><00:33:31.600><c> a</c> get the load as kon per meter as a get the load as kon per meter as a uniform<00:33:32.240><c> load,</c><00:33:32.559><c> you</c><00:33:32.799><c> need</c><00:33:32.960><c> to</c><00:33:33.120><c> divide</c><00:33:33.760><c> this</c> uniform load, you need to divide this uniform load, you need to divide this total<00:33:34.480><c> load</c><00:33:34.799><c> here</c><00:33:35.360><c> per</c><00:33:36.159><c> the</c><00:33:36.480><c> span</c><00:33:37.279><c> of</c><00:33:37.519><c> the</c> total load here per the span of the total load here per the span of the beam.<00:33:38.240><c> Okay,</c><00:33:38.559><c> the</c><00:33:38.799><c> L.</c><00:33:39.200><c> So</c><00:33:39.440><c> if</c><00:33:39.600><c> you</c><00:33:39.760><c> divide</c><00:33:40.080><c> the</c> beam. Okay, the L. So if you divide the beam. Okay, the L. So if you divide the total<00:33:40.559><c> load</c><00:33:40.880><c> kon</c><00:33:41.760><c> divided</c><00:33:42.159><c> by</c><00:33:42.320><c> the</c><00:33:42.559><c> span</c><00:33:42.799><c> of</c> total load kon divided by the span of total load kon divided by the span of the<00:33:43.039><c> beam,</c><00:33:43.360><c> it</c><00:33:43.519><c> will</c><00:33:43.600><c> be</c><00:33:43.760><c> as</c><00:33:43.919><c> kon</c><00:33:44.880><c> per</c><00:33:45.120><c> meter</c><00:33:45.519><c> as</c> the beam, it will be as kon per meter as the beam, it will be as kon per meter as a<00:33:46.000><c> uniform</c><00:33:46.559><c> load</c><00:33:46.880><c> on</c><00:33:47.760><c> this</c><00:33:48.159><c> beam.</c><00:33:48.640><c> And</c><00:33:48.880><c> in</c><00:33:49.039><c> this</c> a uniform load on this beam. And in this a uniform load on this beam. And in this case<00:33:49.360><c> you</c><00:33:49.600><c> will</c><00:33:49.760><c> be</c><00:33:49.840><c> able</c><00:33:50.000><c> to</c><00:33:50.080><c> use</c><00:33:50.320><c> this</c> case you will be able to use this case you will be able to use this uniform<00:33:50.960><c> load</c><00:33:51.200><c> to</c><00:33:51.440><c> make</c><00:33:51.600><c> your</c><00:33:52.399><c> design.</c><00:33:53.039><c> Okay.</c> uniform load to make your design. Okay. uniform load to make your design. Okay. Usually<00:33:53.840><c> we</c><00:33:54.320><c> you</c><00:33:54.640><c> do</c><00:33:54.880><c> this</c><00:33:55.039><c> in</c><00:33:55.279><c> a</c><00:33:55.440><c> case</c><00:33:55.600><c> of</c><00:33:56.240><c> uh</c> Usually we you do this in a case of uh Usually we you do this in a case of uh continuous<00:33:57.440><c> beams.</c><00:33:58.000><c> In</c><00:33:58.159><c> a</c><00:33:58.240><c> case</c><00:33:58.399><c> of</c><00:33:58.559><c> simply</c> continuous beams. In a case of simply continuous beams. In a case of simply support<00:33:59.200><c> it</c><00:33:59.360><c> is</c><00:33:59.519><c> easier</c><00:33:59.840><c> to</c><00:34:00.000><c> do</c><00:34:00.159><c> that</c><00:34:00.480><c> with</c><00:34:01.039><c> uh</c> support it is easier to do that with uh support it is easier to do that with uh the<00:34:01.919><c> trapoid</c><00:34:02.559><c> load</c><00:34:02.799><c> or</c><00:34:03.039><c> the</c><00:34:03.519><c> uh</c><00:34:03.760><c> triangle</c><00:34:04.159><c> load</c> the trapoid load or the uh triangle load the trapoid load or the uh triangle load as<00:34:04.640><c> we</c><00:34:05.200><c> uh</c><00:34:05.440><c> saw</c><00:34:05.760><c> together.</c> as we uh saw together. as we uh saw together. Okay.<00:34:08.399><c> Once</c><00:34:08.720><c> you</c><00:34:08.960><c> have</c><00:34:09.760><c> the</c><00:34:10.000><c> loads</c><00:34:10.320><c> on</c><00:34:10.560><c> the</c> Okay. Once you have the loads on the Okay. Once you have the loads on the beams<00:34:11.359><c> you</c><00:34:11.919><c> go</c><00:34:12.079><c> to</c><00:34:12.240><c> the</c><00:34:12.480><c> step</c><00:34:12.720><c> of</c><00:34:12.879><c> the</c> beams you go to the step of the beams you go to the step of the structural<00:34:13.440><c> analysis.</c><00:34:14.639><c> structural</c><00:34:15.040><c> analysis</c> structural analysis. structural analysis structural analysis. structural analysis for<00:34:16.000><c> continuous</c><00:34:16.560><c> beams</c><00:34:16.879><c> under</c><00:34:17.200><c> uniformly</c> for continuous beams under uniformly for continuous beams under uniformly distributed<00:34:18.399><c> load.</c><00:34:18.879><c> We</c><00:34:19.119><c> can</c><00:34:19.280><c> use</c><00:34:19.520><c> table</c><00:34:19.919><c> 3.55</c> distributed load. We can use table 3.55 distributed load. We can use table 3.55 that<00:34:21.520><c> we</c><00:34:22.079><c> uh</c><00:34:22.320><c> saw</c><00:34:23.359><c> few</c><00:34:23.760><c> minutes</c><00:34:24.159><c> ago.</c><00:34:25.359><c> In</c><00:34:25.599><c> this</c> that we uh saw few minutes ago. In this that we uh saw few minutes ago. In this case,<00:34:25.919><c> you</c><00:34:26.079><c> will</c><00:34:26.240><c> be</c><00:34:26.320><c> able</c><00:34:26.480><c> to</c><00:34:26.639><c> find</c><00:34:26.879><c> the</c> case, you will be able to find the case, you will be able to find the moment<00:34:27.520><c> and</c><00:34:27.679><c> to</c><00:34:27.839><c> find</c><00:34:28.079><c> the</c><00:34:28.240><c> shear.</c><00:34:28.560><c> Once</c><00:34:28.800><c> you</c> moment and to find the shear. Once you moment and to find the shear. Once you have<00:34:28.960><c> the</c><00:34:29.119><c> bending</c><00:34:29.520><c> moment</c><00:34:30.720><c> uh</c><00:34:30.879><c> you</c><00:34:31.119><c> will</c> have the bending moment uh you will have the bending moment uh you will calculate<00:34:31.839><c> for</c><00:34:32.079><c> the</c><00:34:32.240><c> reinforcement</c><00:34:32.879><c> you</c><00:34:33.200><c> as</c> calculate for the reinforcement you as calculate for the reinforcement you as usual<00:34:34.240><c> section</c><00:34:34.720><c> 3.444</c><00:34:35.280><c> 4</c><00:34:35.599><c> 44</c> usual section 3.444 4 44 usual section 3.444 4 44 uh<00:34:37.200><c> it</c><00:34:37.440><c> always</c><00:34:37.760><c> start</c><00:34:38.000><c> by</c><00:34:38.560><c> calculating</c><00:34:39.040><c> the</c><00:34:39.280><c> K</c> uh it always start by calculating the K uh it always start by calculating the K equals<00:34:40.480><c> M</c><00:34:40.879><c> ultimate</c><00:34:41.200><c> divide</c><00:34:41.520><c> by</c><00:34:41.679><c> FCU</c><00:34:42.480><c> B²</c> equals M ultimate divide by FCU B² equals M ultimate divide by FCU B² you<00:34:44.399><c> calculate</c><00:34:44.720><c> the</c><00:34:44.879><c> Z</c><00:34:45.200><c> you</c><00:34:45.280><c> calculate</c><00:34:45.599><c> the</c><00:34:45.760><c> AS</c> you calculate the Z you calculate the AS you calculate the Z you calculate the AS required<00:34:46.720><c> and</c><00:34:46.960><c> then</c><00:34:47.520><c> you</c><00:34:47.679><c> will</c><00:34:47.839><c> be</c><00:34:48.000><c> able</c><00:34:48.159><c> to</c> required and then you will be able to required and then you will be able to get<00:34:48.399><c> the</c><00:34:48.560><c> area</c><00:34:48.720><c> of</c><00:34:48.879><c> the</c><00:34:49.040><c> steel</c><00:34:49.280><c> you</c><00:34:49.440><c> can</c><00:34:49.520><c> do</c> get the area of the steel you can do get the area of the steel you can do this<00:34:49.839><c> manually</c><00:34:51.040><c> uh</c><00:34:51.520><c> the</c><00:34:51.760><c> number</c><00:34:52.000><c> of</c><00:34:52.159><c> bars</c><00:34:52.480><c> and</c> this manually uh the number of bars and this manually uh the number of bars and the<00:34:52.800><c> diameter</c><00:34:53.520><c> or</c><00:34:53.839><c> you</c><00:34:54.079><c> can</c><00:34:54.639><c> uh</c><00:34:55.119><c> use</c><00:34:55.760><c> this</c> the diameter or you can uh use this the diameter or you can uh use this table<00:34:56.399><c> here</c><00:34:56.720><c> table</c><00:34:57.119><c> number</c><00:34:57.440><c> one</c><00:34:58.000><c> that</c><00:34:58.240><c> help</c> table here table number one that help table here table number one that help you<00:34:58.720><c> to</c><00:34:59.440><c> uh</c><00:35:00.079><c> to</c><00:35:00.320><c> get</c><00:35:00.560><c> the</c><00:35:01.599><c> number</c><00:35:01.920><c> and</c><00:35:02.240><c> diameter</c> you to uh to get the number and diameter you to uh to get the number and diameter directly.<00:35:03.280><c> So</c><00:35:03.520><c> let's</c><00:35:03.760><c> say</c><00:35:03.920><c> you</c><00:35:04.079><c> have</c><00:35:04.240><c> an</c><00:35:04.400><c> area</c> directly. So let's say you have an area directly. So let's say you have an area of<00:35:04.880><c> steel</c><00:35:05.119><c> reinforcement</c><00:35:05.760><c> of</c><00:35:06.720><c> uh</c><00:35:06.960><c> 900</c><00:35:07.520><c> mm</c> of steel reinforcement of uh 900 mm of steel reinforcement of uh 900 mm square.<00:35:08.560><c> Okay.</c><00:35:08.880><c> 900</c><00:35:09.359><c> mm</c><00:35:09.920><c> square.</c><00:35:10.240><c> So</c><00:35:10.320><c> you</c><00:35:10.480><c> can</c> square. Okay. 900 mm square. So you can square. Okay. 900 mm square. So you can choose<00:35:11.040><c> let's</c><00:35:11.280><c> say</c><00:35:11.520><c> if</c><00:35:11.760><c> you</c><00:35:11.920><c> choose</c><00:35:12.240><c> 16</c><00:35:12.560><c> mm</c> choose let's say if you choose 16 mm choose let's say if you choose 16 mm okay<00:35:14.240><c> and</c><00:35:14.480><c> this</c><00:35:14.720><c> is</c><00:35:14.880><c> the</c><00:35:15.119><c> number</c><00:35:15.280><c> of</c><00:35:15.520><c> bars.</c><00:35:16.240><c> So</c> okay and this is the number of bars. So okay and this is the number of bars. So one<00:35:16.720><c> bar</c><00:35:16.960><c> it</c><00:35:17.119><c> will</c><00:35:17.200><c> give</c><00:35:17.280><c> you</c><00:35:17.520><c> 200</c><00:35:18.160><c> and</c><00:35:18.480><c> one</c><00:35:18.880><c> two</c> one bar it will give you 200 and one two one bar it will give you 200 and one two bar<00:35:19.520><c> three</c><00:35:19.760><c> bars</c><00:35:20.000><c> and</c><00:35:20.240><c> so</c><00:35:20.400><c> on.</c><00:35:20.960><c> So</c><00:35:21.280><c> 800</c><00:35:21.839><c> we</c><00:35:22.079><c> said</c> bar three bars and so on. So 800 we said bar three bars and so on. So 800 we said if<00:35:22.400><c> you</c><00:35:22.560><c> have</c><00:35:22.800><c> 900</c><00:35:23.280><c> mm</c><00:35:23.839><c> square</c><00:35:24.160><c> so</c><00:35:24.240><c> it</c><00:35:24.400><c> will</c><00:35:24.560><c> be</c> if you have 900 mm square so it will be if you have 900 mm square so it will be between<00:35:24.960><c> four</c><00:35:25.119><c> and</c><00:35:25.359><c> five.</c><00:35:25.599><c> In</c><00:35:25.760><c> this</c><00:35:25.920><c> case</c><00:35:26.079><c> you</c> between four and five. In this case you between four and five. In this case you will<00:35:26.400><c> use</c><00:35:27.119><c> five</c><00:35:28.160><c> T16</c><00:35:29.040><c> five</c><00:35:29.359><c> bars</c><00:35:29.760><c> of</c><00:35:29.920><c> diameter</c> will use five T16 five bars of diameter will use five T16 five bars of diameter 16.<00:35:31.359><c> Or</c><00:35:31.839><c> if</c><00:35:32.079><c> you</c><00:35:32.160><c> want</c><00:35:32.320><c> to</c><00:35:32.480><c> use</c><00:35:32.640><c> diameter</c><00:35:33.119><c> 20,</c> 16. Or if you want to use diameter 20, 16. Or if you want to use diameter 20, so<00:35:33.680><c> it</c><00:35:33.839><c> will</c><00:35:33.920><c> be</c><00:35:34.079><c> three</c><00:35:34.320><c> bars,</c><00:35:34.640><c> diameter</c><00:35:35.119><c> 20</c><00:35:35.760><c> or</c> so it will be three bars, diameter 20 or so it will be three bars, diameter 20 or two<00:35:36.240><c> bar,</c><00:35:36.560><c> diameter</c><00:35:37.040><c> 25</c><00:35:37.839><c> and</c><00:35:38.240><c> so</c><00:35:38.560><c> on.</c><00:35:39.040><c> Okay?</c> two bar, diameter 25 and so on. Okay? two bar, diameter 25 and so on. Okay? For<00:35:40.320><c> beams,</c><00:35:41.040><c> don't</c><00:35:41.440><c> use</c><00:35:41.680><c> a</c><00:35:41.920><c> diameter</c><00:35:42.480><c> less</c> For beams, don't use a diameter less For beams, don't use a diameter less than<00:35:43.440><c> 10</c><00:35:43.760><c> mm.</c><00:35:44.800><c> And</c><00:35:45.040><c> in</c><00:35:45.280><c> practice,</c><00:35:45.839><c> we</c><00:35:46.079><c> don't</c><00:35:46.240><c> go</c> than 10 mm. And in practice, we don't go than 10 mm. And in practice, we don't go less<00:35:46.960><c> than</c><00:35:47.599><c> 12</c><00:35:47.920><c> mm</c><00:35:48.720><c> for</c><00:35:49.200><c> beams.</c><00:35:50.000><c> Okay?</c><00:35:50.880><c> In</c> less than 12 mm for beams. Okay? In less than 12 mm for beams. Okay? In practice,<00:35:51.520><c> we</c><00:35:51.680><c> don't</c><00:35:51.839><c> go</c><00:35:52.079><c> less</c><00:35:52.400><c> than</c><00:35:52.640><c> 12</c><00:35:53.040><c> mm</c> practice, we don't go less than 12 mm practice, we don't go less than 12 mm for<00:35:53.839><c> beams.</c><00:35:54.400><c> For</c><00:35:54.560><c> the</c><00:35:54.720><c> slaps</c><00:35:55.200><c> usually</c><00:35:55.520><c> we</c><00:35:55.760><c> go</c> for beams. For the slaps usually we go for beams. For the slaps usually we go uh<00:35:56.800><c> we</c><00:35:57.040><c> don't</c><00:35:57.200><c> go</c><00:35:57.359><c> less</c><00:35:57.599><c> than</c><00:35:57.839><c> 8</c><00:35:58.079><c> mm</c><00:35:58.960><c> but</c><00:35:59.280><c> also</c> uh we don't go less than 8 mm but also uh we don't go less than 8 mm but also in<00:35:59.760><c> practice</c><00:36:00.079><c> it</c><00:36:00.240><c> is</c><00:36:00.400><c> better</c><00:36:00.560><c> to</c><00:36:00.800><c> use</c><00:36:01.040><c> 10</c><00:36:01.280><c> mm</c> in practice it is better to use 10 mm in practice it is better to use 10 mm and<00:36:02.079><c> above.</c><00:36:02.720><c> Okay.</c><00:36:04.000><c> So</c><00:36:04.240><c> this</c><00:36:04.480><c> is</c><00:36:04.640><c> showing</c><00:36:04.880><c> you</c> and above. Okay. So this is showing you and above. Okay. So this is showing you how<00:36:05.280><c> to</c><00:36:05.440><c> get</c><00:36:05.599><c> the</c><00:36:06.800><c> number</c><00:36:07.040><c> of</c><00:36:07.280><c> bars</c><00:36:07.680><c> and</c> how to get the number of bars and how to get the number of bars and diameter<00:36:08.320><c> of</c><00:36:09.040><c> bars.</c><00:36:09.760><c> And</c><00:36:09.920><c> once</c><00:36:10.160><c> you</c><00:36:10.320><c> did</c><00:36:10.480><c> that</c> diameter of bars. And once you did that diameter of bars. And once you did that you<00:36:10.800><c> will</c><00:36:10.960><c> know</c><00:36:11.119><c> how</c><00:36:11.359><c> much</c><00:36:11.520><c> is</c><00:36:12.000><c> supervided.</c> you will know how much is supervided. you will know how much is supervided. You<00:36:13.440><c> finish</c><00:36:13.760><c> the</c><00:36:14.000><c> design</c><00:36:14.320><c> but</c><00:36:14.560><c> you</c><00:36:14.800><c> still</c><00:36:14.960><c> need</c> You finish the design but you still need You finish the design but you still need to<00:36:15.280><c> make</c><00:36:15.440><c> some</c><00:36:15.760><c> checks.</c><00:36:16.400><c> Okay.</c><00:36:16.880><c> We</c><00:36:17.040><c> have</c><00:36:17.119><c> to</c> to make some checks. Okay. We have to to make some checks. Okay. We have to check<00:36:17.440><c> deflections</c><00:36:18.000><c> using</c><00:36:18.320><c> the</c><00:36:18.560><c> largest</c><00:36:19.040><c> span</c> check deflections using the largest span check deflections using the largest span moment,<00:36:19.760><c> the</c><00:36:20.000><c> maximum</c><00:36:20.320><c> positive</c><00:36:20.720><c> moment</c><00:36:21.040><c> from</c> moment, the maximum positive moment from moment, the maximum positive moment from table<00:36:21.520><c> 310</c><00:36:22.480><c> which</c><00:36:22.640><c> is</c><00:36:22.800><c> the</c><00:36:22.960><c> same</c><00:36:23.119><c> table</c><00:36:23.440><c> that</c> table 310 which is the same table that table 310 which is the same table that we<00:36:23.920><c> used</c><00:36:24.240><c> for</c><00:36:24.560><c> checking</c><00:36:24.960><c> deflections</c><00:36:26.160><c> in</c> we used for checking deflections in we used for checking deflections in slabs.<00:36:27.359><c> Okay,</c><00:36:27.760><c> the</c><00:36:28.000><c> same</c><00:36:28.240><c> here</c><00:36:28.480><c> you</c><00:36:28.720><c> have</c><00:36:28.800><c> to</c> slabs. Okay, the same here you have to slabs. Okay, the same here you have to check<00:36:29.119><c> your</c><00:36:29.359><c> oblification</c><00:36:30.000><c> factor.</c><00:36:31.119><c> It</c> check your oblification factor. It check your oblification factor. It depends<00:36:31.599><c> on</c><00:36:31.839><c> something</c><00:36:32.160><c> called</c><00:36:32.560><c> FS</c><00:36:33.119><c> the</c> depends on something called FS the depends on something called FS the stress<00:36:33.599><c> in</c><00:36:33.760><c> the</c><00:36:33.920><c> steel</c><00:36:34.160><c> reinforcement</c><00:36:34.880><c> and</c><00:36:35.119><c> M</c> stress in the steel reinforcement and M stress in the steel reinforcement and M over<00:36:35.760><c> BD²</c><00:36:37.119><c> FS</c><00:36:37.680><c> you</c><00:36:37.839><c> can</c><00:36:37.920><c> get</c><00:36:38.079><c> it</c><00:36:38.240><c> from</c><00:36:38.640><c> this</c> over BD² FS you can get it from this over BD² FS you can get it from this equations<00:36:39.520><c> here</c><00:36:40.000><c> 2</c><00:36:40.720><c> over</c><00:36:41.040><c> 3</c><00:36:41.359><c> F</c><00:36:41.760><c> yield</c><00:36:42.800><c> time</c><00:36:43.119><c> as</c> equations here 2 over 3 F yield time as equations here 2 over 3 F yield time as required<00:36:43.839><c> divided</c><00:36:44.160><c> by</c><00:36:44.320><c> A</c><00:36:44.640><c> supervid</c><00:36:45.280><c> and</c><00:36:45.599><c> beta</c> required divided by A supervid and beta required divided by A supervid and beta B<00:36:46.160><c> always</c><00:36:46.480><c> we</c><00:36:46.640><c> use</c><00:36:46.800><c> it</c><00:36:46.960><c> as</c><00:36:47.119><c> one</c> B always we use it as one B always we use it as one uh<00:36:49.599><c> then</c><00:36:50.480><c> m</c><00:36:51.119><c> in</c><00:36:51.359><c> this</c><00:36:51.599><c> part</c><00:36:51.920><c> here</c><00:36:52.320><c> always</c><00:36:52.720><c> the</c><00:36:52.880><c> m</c> uh then m in this part here always the m uh then m in this part here always the m that<00:36:53.359><c> we</c><00:36:53.520><c> use</c><00:36:53.680><c> it</c><00:36:53.839><c> is</c><00:36:54.000><c> the</c><00:36:54.240><c> maximum</c><00:36:54.720><c> positive</c> that we use it is the maximum positive that we use it is the maximum positive moment<00:36:55.599><c> maximum</c><00:36:56.240><c> span</c><00:36:56.720><c> moment</c><00:36:57.359><c> means</c><00:36:57.760><c> maximum</c> moment maximum span moment means maximum moment maximum span moment means maximum positive<00:36:58.720><c> moment</c><00:36:59.119><c> b</c><00:36:59.359><c> and</c><00:36:59.599><c> d</c><00:36:59.920><c> is</c><00:37:00.560><c> B</c><00:37:00.800><c> web</c><00:37:01.040><c> and</c><00:37:01.359><c> D</c> positive moment b and d is B web and D positive moment b and d is B web and D is<00:37:01.760><c> the</c><00:37:01.920><c> depth</c><00:37:02.720><c> of</c><00:37:02.960><c> the</c><00:37:03.280><c> beam.</c><00:37:03.680><c> So</c><00:37:03.839><c> this</c><00:37:04.079><c> is</c><00:37:04.160><c> the</c> is the depth of the beam. So this is the is the depth of the beam. So this is the same<00:37:04.640><c> equation</c><00:37:05.200><c> and</c><00:37:05.440><c> the</c><00:37:05.599><c> same</c><00:37:05.760><c> modification</c> same equation and the same modification same equation and the same modification factor<00:37:06.720><c> that</c><00:37:06.880><c> we</c><00:37:07.040><c> use</c><00:37:07.280><c> to</c><00:37:07.440><c> check</c><00:37:07.680><c> deflection</c> factor that we use to check deflection factor that we use to check deflection in<00:37:08.720><c> beams</c><00:37:09.200><c> and</c><00:37:10.160><c> slabs.</c><00:37:10.880><c> Okay.</c><00:37:11.119><c> If</c><00:37:11.359><c> the</c> in beams and slabs. Okay. If the in beams and slabs. Okay. If the deflection<00:37:12.320><c> is</c><00:37:13.280><c> safe</c><00:37:14.079><c> then</c><00:37:14.320><c> you</c><00:37:14.560><c> have</c><00:37:14.720><c> to</c> deflection is safe then you have to deflection is safe then you have to design<00:37:15.440><c> for</c><00:37:15.760><c> shear.</c><00:37:16.240><c> Okay.</c><00:37:16.640><c> Not</c><00:37:16.800><c> only</c><00:37:17.040><c> check</c> design for shear. Okay. Not only check design for shear. Okay. Not only check for<00:37:17.520><c> shear</c><00:37:17.839><c> in</c><00:37:18.079><c> slabs</c><00:37:18.480><c> we</c><00:37:18.640><c> check</c><00:37:18.960><c> for</c><00:37:19.280><c> shear</c> for shear in slabs we check for shear for shear in slabs we check for shear because<00:37:20.240><c> usually</c><00:37:20.560><c> you</c><00:37:20.720><c> don't</c><00:37:20.960><c> use</c><00:37:21.839><c> uh</c> because usually you don't use uh because usually you don't use uh steerups<00:37:23.280><c> or</c><00:37:23.520><c> shear</c><00:37:23.839><c> reinforcement</c><00:37:24.640><c> and</c> steerups or shear reinforcement and steerups or shear reinforcement and solid<00:37:26.240><c> slabs.</c><00:37:27.119><c> But</c><00:37:27.359><c> for</c><00:37:28.000><c> uh</c><00:37:28.160><c> beams</c><00:37:28.640><c> you</c><00:37:28.880><c> have</c> solid slabs. But for uh beams you have solid slabs. But for uh beams you have to<00:37:29.119><c> use</c><00:37:29.440><c> links</c><00:37:29.839><c> or</c><00:37:30.079><c> steerups.</c><00:37:30.720><c> So</c><00:37:30.880><c> we</c><00:37:31.040><c> have</c><00:37:31.119><c> to</c> to use links or steerups. So we have to to use links or steerups. So we have to design<00:37:31.599><c> for</c><00:37:31.839><c> shear</c><00:37:32.480><c> left</c><00:37:32.800><c> and</c><00:37:33.040><c> right</c><00:37:33.200><c> of</c><00:37:33.440><c> each</c> design for shear left and right of each design for shear left and right of each support<00:37:34.079><c> you'll</c><00:37:34.400><c> have</c><00:37:34.560><c> different</c><00:37:34.880><c> value.</c><00:37:35.680><c> So</c> support you'll have different value. So support you'll have different value. So you<00:37:36.079><c> have</c><00:37:36.160><c> to</c><00:37:36.320><c> check</c><00:37:36.560><c> that</c><00:37:37.280><c> and</c><00:37:37.599><c> then</c><00:37:37.839><c> you</c> you have to check that and then you you have to check that and then you design<00:37:38.400><c> based</c><00:37:38.720><c> on</c><00:37:38.880><c> table</c><00:37:39.280><c> 3.7</c><00:37:40.000><c> and</c><00:37:40.320><c> table</c><00:37:40.640><c> 3.8.</c> design based on table 3.7 and table 3.8. design based on table 3.7 and table 3.8. Let's<00:37:42.079><c> go</c><00:37:42.240><c> and</c><00:37:42.400><c> review</c><00:37:42.800><c> together</c><00:37:43.200><c> table</c><00:37:43.520><c> 3.7</c> Let's go and review together table 3.7 Let's go and review together table 3.7 in<00:37:44.400><c> the</c><00:37:44.640><c> VS</c><00:37:45.119><c> code.</c><00:37:45.680><c> It</c><00:37:45.920><c> tells</c><00:37:46.240><c> you</c><00:37:47.119><c> if</c><00:37:47.440><c> the</c> in the VS code. It tells you if the in the VS code. It tells you if the sheer<00:37:48.880><c> stress</c><00:37:49.440><c> is</c><00:37:50.160><c> greater</c><00:37:50.560><c> than.5</c><00:37:51.520><c> VC</c><00:37:52.400><c> and</c> sheer stress is greater than.5 VC and sheer stress is greater than.5 VC and less<00:37:52.960><c> than</c><00:37:53.440><c> VC</c><00:37:53.839><c> plus.4</c><00:37:54.400><c> four</c><00:37:54.720><c> where</c><00:37:54.960><c> VC</c><00:37:55.359><c> is</c><00:37:55.520><c> the</c> less than VC plus.4 four where VC is the less than VC plus.4 four where VC is the shear<00:37:56.160><c> carried</c><00:37:56.480><c> by</c><00:37:56.880><c> shear</c><00:37:57.200><c> stress</c><00:37:57.440><c> carried</c><00:37:57.680><c> by</c> shear carried by shear stress carried by shear carried by shear stress carried by the<00:37:58.000><c> concrete.</c><00:37:58.800><c> In</c><00:37:59.040><c> this</c><00:37:59.200><c> case</c><00:37:59.440><c> you</c><00:37:59.760><c> use</c> the concrete. In this case you use the concrete. In this case you use minimum<00:38:00.560><c> lengths.</c><00:38:01.040><c> Minimum</c><00:38:01.440><c> lengths</c><00:38:01.760><c> you</c><00:38:01.920><c> can</c> minimum lengths. Minimum lengths you can minimum lengths. Minimum lengths you can get<00:38:02.079><c> the</c><00:38:02.320><c> area</c><00:38:02.480><c> of</c><00:38:02.560><c> the</c><00:38:02.720><c> minimum</c><00:38:03.040><c> length</c><00:38:03.280><c> from</c> get the area of the minimum length from get the area of the minimum length from this<00:38:04.560><c> uh</c><00:38:04.800><c> equation</c><00:38:05.200><c> here</c><00:38:05.680><c> as</c><00:38:06.320><c> V</c><00:38:06.640><c> minimum.</c> this uh equation here as V minimum. this uh equation here as V minimum. If<00:38:08.560><c> you</c><00:38:08.720><c> have</c><00:38:08.880><c> the</c><00:38:09.040><c> shear</c><00:38:09.440><c> stress</c> If you have the shear stress If you have the shear stress is<00:38:11.359><c> greater</c><00:38:11.760><c> than</c><00:38:12.079><c> VC</c><00:38:12.560><c> +.4</c><00:38:13.920><c> and</c><00:38:14.240><c> less</c><00:38:14.560><c> than</c><00:38:14.800><c> the</c> is greater than VC +.4 and less than the is greater than VC +.4 and less than the maximum<00:38:15.520><c> shear</c><00:38:15.920><c> which</c><00:38:16.160><c> is</c><00:38:16.400><c> the</c><00:38:16.720><c> minimum</c><00:38:17.200><c> of8</c> maximum shear which is the minimum of8 maximum shear which is the minimum of8 square<00:38:18.480><c> root</c><00:38:18.800><c> FCU</c><00:38:19.359><c> or</c><00:38:19.599><c> five.</c><00:38:20.400><c> In</c><00:38:20.640><c> this</c><00:38:20.720><c> case</c><00:38:20.960><c> if</c> square root FCU or five. In this case if square root FCU or five. In this case if this<00:38:21.359><c> between</c><00:38:21.680><c> these</c><00:38:22.000><c> two</c><00:38:22.160><c> values</c><00:38:22.560><c> you</c><00:38:22.720><c> you</c> this between these two values you you this between these two values you you have<00:38:23.200><c> to</c><00:38:23.359><c> design</c><00:38:23.760><c> for</c><00:38:25.040><c> uh</c><00:38:25.520><c> sheer</c> have to design for uh sheer have to design for uh sheer reinforcement<00:38:27.040><c> and</c><00:38:27.280><c> in</c><00:38:27.520><c> this</c><00:38:27.680><c> case</c><00:38:27.839><c> you</c> reinforcement and in this case you reinforcement and in this case you design<00:38:28.480><c> using</c><00:38:28.880><c> this</c><00:38:29.119><c> equation</c><00:38:29.599><c> the</c> design using this equation the design using this equation the difference<00:38:30.079><c> between</c><00:38:30.480><c> this</c><00:38:30.720><c> equation</c><00:38:31.119><c> and</c> difference between this equation and difference between this equation and this<00:38:31.599><c> one</c><00:38:32.160><c> here</c><00:38:32.400><c> we</c><00:38:32.640><c> use</c><00:38:32.880><c> only</c><00:38:33.520><c> 4</c><00:38:34.160><c> but</c><00:38:34.400><c> here</c><00:38:34.560><c> we</c> this one here we use only 4 but here we this one here we use only 4 but here we use<00:38:35.040><c> V</c><00:38:35.359><c> minus</c><00:38:35.920><c> VC</c><00:38:36.400><c> which</c><00:38:36.560><c> is</c><00:38:36.800><c> greater</c><00:38:37.119><c> than</c><00:38:37.760><c> 04</c> use V minus VC which is greater than 04 use V minus VC which is greater than 04 if<00:38:39.200><c> you</c><00:38:39.359><c> have</c><00:38:39.440><c> a</c><00:38:39.599><c> case</c><00:38:39.839><c> that</c><00:38:40.000><c> the</c><00:38:40.240><c> shear</c><00:38:40.560><c> is</c> if you have a case that the shear is if you have a case that the shear is greater<00:38:41.200><c> than</c><00:38:41.359><c> the</c><00:38:41.599><c> V</c><00:38:41.839><c> max</c><00:38:42.720><c> in</c><00:38:42.960><c> this</c><00:38:43.119><c> case</c><00:38:43.280><c> you</c> greater than the V max in this case you greater than the V max in this case you cannot<00:38:43.760><c> design</c><00:38:44.160><c> for</c><00:38:44.480><c> shear</c><00:38:44.960><c> the</c><00:38:45.200><c> only</c><00:38:45.440><c> choice</c> cannot design for shear the only choice cannot design for shear the only choice that<00:38:45.920><c> you</c><00:38:46.079><c> have</c><00:38:46.240><c> in</c><00:38:46.480><c> this</c><00:38:46.640><c> case</c><00:38:46.800><c> to</c><00:38:47.119><c> increase</c> that you have in this case to increase that you have in this case to increase the<00:38:48.000><c> dimension</c><00:38:48.480><c> of</c><00:38:48.640><c> the</c><00:38:48.800><c> beam</c><00:38:49.119><c> you</c><00:38:49.280><c> have</c><00:38:49.359><c> to</c> the dimension of the beam you have to the dimension of the beam you have to increase<00:38:49.680><c> the</c><00:38:49.839><c> cross-section</c><00:38:50.400><c> dimension</c><00:38:51.200><c> can</c> increase the cross-section dimension can increase the cross-section dimension can increase<00:38:51.680><c> the</c><00:38:51.839><c> B</c><00:38:52.160><c> you</c><00:38:52.320><c> can</c><00:38:52.480><c> increase</c><00:38:52.720><c> the</c> increase the B you can increase the increase the B you can increase the depth<00:38:53.200><c> in</c><00:38:53.440><c> this</c><00:38:53.680><c> case</c><00:38:54.160><c> but</c><00:38:54.400><c> you</c><00:38:54.560><c> cannot</c><00:38:54.880><c> design</c> depth in this case but you cannot design depth in this case but you cannot design because<00:38:55.520><c> it</c><00:38:55.680><c> will</c><00:38:55.839><c> be</c><00:38:56.079><c> unsafe</c><00:38:56.720><c> even</c><00:38:56.960><c> if</c><00:38:57.200><c> you</c> because it will be unsafe even if you because it will be unsafe even if you put<00:38:57.680><c> a</c><00:38:57.839><c> lot</c><00:38:57.920><c> of</c><00:38:58.079><c> sheer</c><00:38:58.320><c> reinforcement</c><00:38:59.280><c> this</c><00:38:59.440><c> is</c> put a lot of sheer reinforcement this is put a lot of sheer reinforcement this is table<00:39:00.000><c> 3.7</c> table 3.7 table 3.7 and<00:39:01.920><c> also</c><00:39:02.400><c> three</c><00:39:02.720><c> table</c><00:39:03.200><c> 3.8</c><00:39:03.760><c> 8.</c><00:39:04.079><c> It</c><00:39:04.560><c> tells</c><00:39:04.880><c> you</c> and also three table 3.8 8. It tells you and also three table 3.8 8. It tells you how<00:39:05.359><c> to</c><00:39:05.920><c> get</c><00:39:06.160><c> the</c><00:39:06.320><c> VC.</c><00:39:07.119><c> Okay.</c><00:39:08.160><c> How</c><00:39:08.400><c> much</c><00:39:08.640><c> is</c><00:39:08.800><c> the</c> how to get the VC. Okay. How much is the how to get the VC. Okay. How much is the shear<00:39:09.440><c> carried</c><00:39:09.680><c> by</c><00:39:09.839><c> the</c><00:39:10.000><c> concrete?</c><00:39:10.480><c> We</c><00:39:10.640><c> use</c><00:39:10.800><c> it</c> shear carried by the concrete? We use it shear carried by the concrete? We use it from<00:39:11.440><c> this</c><00:39:11.680><c> equation.</c><00:39:12.640><c> 79</c><00:39:13.280><c> </c><00:39:13.599><c> 100</c><00:39:14.079><c> as</c><00:39:14.240><c> S</c> from this equation. 79 100 as S from this equation. 79 * 100 as S divided<00:39:14.880><c> by</c><00:39:15.040><c> DV</c><00:39:15.839><c> D</c><00:39:16.160><c> to</c><00:39:16.320><c> power</c><00:39:16.560><c> 1</c><00:39:16.880><c> /</c><00:39:17.119><c> 3</c><00:39:17.760><c> </c><00:39:18.079><c> 400</c><00:39:18.560><c> /</c><00:39:18.800><c> D</c> divided by DV D to power 1 / 3 400 / D divided by DV D to power 1 / 3 * 400 / D to<00:39:19.200><c> power</c><00:39:19.520><c> 1</c><00:39:19.760><c> /</c><00:39:20.000><c> 4</c><00:39:20.240><c> divided</c><00:39:20.720><c> all</c><00:39:20.880><c> by</c><00:39:21.040><c> gamma</c><00:39:21.359><c> M</c> to power 1 / 4 divided all by gamma M to power 1 / 4 divided all by gamma M and<00:39:21.760><c> gamma</c><00:39:22.079><c> M</c><00:39:22.240><c> in</c><00:39:22.480><c> this</c><00:39:22.640><c> case</c><00:39:23.119><c> is</c><00:39:23.440><c> 1.25.</c> and gamma M in this case is 1.25. and gamma M in this case is 1.25. And<00:39:25.839><c> keep</c><00:39:26.079><c> in</c><00:39:26.240><c> mind</c><00:39:26.400><c> that</c><00:39:26.800><c> 100</c><00:39:27.359><c> as</c><00:39:27.520><c> S</c><00:39:27.760><c> over</c><00:39:28.079><c> BV</c><00:39:28.640><c> </c> And keep in mind that 100 as S over BV And keep in mind that 100 as S over BV * D<00:39:29.200><c> should</c><00:39:29.440><c> be</c><00:39:30.320><c> taken</c><00:39:30.640><c> as</c><00:39:30.960><c> greater</c><00:39:31.280><c> than</c> D should be taken as greater than D should be taken as greater than shouldn't<00:39:32.320><c> be</c><00:39:32.480><c> taken</c><00:39:32.800><c> as</c><00:39:33.040><c> greater</c><00:39:33.359><c> than</c> shouldn't be taken as greater than shouldn't be taken as greater than three.<00:39:33.920><c> So</c><00:39:34.079><c> the</c><00:39:34.320><c> maximum</c><00:39:34.640><c> for</c><00:39:34.880><c> this</c><00:39:35.040><c> value</c> three. So the maximum for this value three. So the maximum for this value will<00:39:35.520><c> be</c><00:39:35.920><c> three</c><00:39:36.800><c> and</c><00:39:37.200><c> 400</c><00:39:37.760><c> /</c><00:39:38.079><c> D</c><00:39:38.400><c> should</c><00:39:38.640><c> be</c> will be three and 400 / D should be will be three and 400 / D should be greater<00:39:39.280><c> than</c><00:39:39.599><c> one.</c><00:39:39.920><c> If</c><00:39:40.079><c> it</c><00:39:40.160><c> is</c><00:39:40.320><c> less</c><00:39:40.480><c> than</c><00:39:40.640><c> one</c> greater than one. If it is less than one greater than one. If it is less than one you<00:39:41.040><c> take</c><00:39:41.200><c> it</c><00:39:41.280><c> as</c><00:39:41.520><c> one.</c><00:39:42.400><c> If</c><00:39:42.640><c> you</c><00:39:42.720><c> have</c><00:39:42.800><c> a</c> you take it as one. If you have a you take it as one. If you have a concrete<00:39:43.440><c> strength</c><00:39:43.920><c> greater</c><00:39:44.240><c> than</c><00:39:44.560><c> 25</c> concrete strength greater than 25 concrete strength greater than 25 megapascal<00:39:46.720><c> all</c><00:39:46.960><c> the</c><00:39:47.119><c> values</c><00:39:47.520><c> here</c><00:39:48.000><c> or</c><00:39:48.240><c> this</c> megapascal all the values here or this megapascal all the values here or this value<00:39:48.720><c> should</c><00:39:49.119><c> be</c><00:39:49.280><c> multiplied</c><00:39:49.760><c> by</c><00:39:49.920><c> FC</c><00:39:50.480><c> divided</c> value should be multiplied by FC divided value should be multiplied by FC divided by<00:39:51.119><c> 25</c><00:39:51.680><c> to</c><00:39:51.839><c> power</c><00:39:52.160><c> 1</c><00:39:52.480><c> /</c><00:39:52.960><c> 3.</c><00:39:53.680><c> This</c><00:39:53.920><c> is</c><00:39:54.079><c> again</c> by 25 to power 1 / 3. This is again by 25 to power 1 / 3. This is again repetition<00:39:55.440><c> of</c><00:39:56.400><c> what</c><00:39:56.640><c> you</c><00:39:56.880><c> have</c><00:39:57.040><c> taken</c><00:39:57.359><c> in</c><00:39:58.240><c> uh</c> repetition of what you have taken in uh repetition of what you have taken in uh cheer<00:39:59.680><c> for</c><00:40:00.480><c> slabs.</c><00:40:00.960><c> It</c><00:40:01.119><c> is</c><00:40:01.280><c> the</c><00:40:01.440><c> same</c><00:40:01.680><c> equation</c> cheer for slabs. It is the same equation cheer for slabs. It is the same equation uh<00:40:02.800><c> applied</c><00:40:03.280><c> for</c><00:40:03.599><c> slabs</c><00:40:04.000><c> and</c><00:40:04.160><c> applied</c><00:40:04.560><c> for</c> uh applied for slabs and applied for uh applied for slabs and applied for concrete.<00:40:05.839><c> From</c><00:40:06.160><c> this</c><00:40:06.480><c> table</c><00:40:06.720><c> we</c><00:40:06.960><c> get</c><00:40:07.119><c> the</c><00:40:08.000><c> VC</c> concrete. From this table we get the VC concrete. From this table we get the VC from<00:40:08.880><c> the</c><00:40:09.040><c> previous</c><00:40:09.359><c> table</c><00:40:09.680><c> we</c><00:40:09.920><c> get</c><00:40:10.720><c> uh</c><00:40:10.880><c> we</c> from the previous table we get uh we from the previous table we get uh we design<00:40:11.520><c> for</c><00:40:11.760><c> the</c><00:40:11.920><c> shear</c><00:40:12.480><c> reinforcement.</c><00:40:13.359><c> So</c> design for the shear reinforcement. So design for the shear reinforcement. So table<00:40:14.000><c> 37</c><00:40:14.560><c> and</c><00:40:14.800><c> table</c><00:40:15.119><c> 3</c><00:40:16.000><c> 8</c><00:40:16.960><c> for</c><00:40:17.200><c> each</c><00:40:17.520><c> span</c> table 37 and table 3 8 for each span table 37 and table 3 8 for each span design<00:40:18.720><c> the</c><00:40:18.960><c> required</c><00:40:19.359><c> shear</c><00:40:19.920><c> reinforcement.</c> design the required shear reinforcement. design the required shear reinforcement. And<00:40:20.960><c> when</c><00:40:21.200><c> I</c><00:40:21.520><c> talking</c><00:40:22.800><c> require</c><00:40:23.280><c> she</c> And when I talking require she And when I talking require she reinforcement<00:40:24.160><c> means</c><00:40:24.400><c> you</c><00:40:24.640><c> need</c><00:40:24.800><c> to</c><00:40:24.960><c> know</c><00:40:25.440><c> the</c> reinforcement means you need to know the reinforcement means you need to know the diameter<00:40:26.079><c> of</c><00:40:26.240><c> the</c><00:40:26.400><c> link</c><00:40:26.640><c> and</c><00:40:26.880><c> the</c><00:40:27.040><c> spacing</c> diameter of the link and the spacing diameter of the link and the spacing between<00:40:28.079><c> links.</c><00:40:28.800><c> Okay.</c><00:40:30.000><c> Then</c><00:40:30.320><c> once</c><00:40:30.560><c> you</c><00:40:30.720><c> did</c> between links. Okay. Then once you did between links. Okay. Then once you did that<00:40:31.040><c> you</c><00:40:31.200><c> have</c><00:40:31.440><c> check</c><00:40:32.079><c> to</c><00:40:32.320><c> check</c><00:40:32.560><c> cracking</c> that you have check to check cracking that you have check to check cracking from<00:40:33.280><c> table</c><00:40:33.599><c> 325</c><00:40:34.480><c> and</c><00:40:34.720><c> section</c><00:40:35.359><c> 312</c><00:40:36.720><c> 112</c><00:40:37.760><c> from</c> from table 325 and section 312 112 from from table 325 and section 312 112 from table<00:40:38.320><c> 325.</c><00:40:39.200><c> It</c><00:40:39.359><c> will</c><00:40:39.520><c> give</c><00:40:39.599><c> you</c><00:40:40.240><c> the</c><00:40:40.480><c> minimum</c> table 325. It will give you the minimum table 325. It will give you the minimum percentage<00:40:41.440><c> of</c><00:40:41.680><c> reinforcement.</c><00:40:42.880><c> Okay.</c><00:40:43.520><c> You</c> percentage of reinforcement. Okay. You percentage of reinforcement. Okay. You have<00:40:43.920><c> here</c><00:40:44.160><c> for</c><00:40:44.400><c> flanged</c><00:40:44.880><c> beams</c><00:40:45.520><c> when</c><00:40:45.920><c> the</c><00:40:46.160><c> web</c> have here for flanged beams when the web have here for flanged beams when the web intension<00:40:47.119><c> for</c><00:40:47.359><c> flanged</c><00:40:47.760><c> beams</c><00:40:48.079><c> when</c><00:40:48.320><c> the</c> intension for flanged beams when the intension for flanged beams when the flange<00:40:48.880><c> is</c><00:40:49.440><c> in</c><00:40:49.680><c> tension.</c><00:40:50.320><c> Okay.</c><00:40:50.640><c> And</c><00:40:50.800><c> you</c><00:40:51.040><c> have</c> flange is in tension. Okay. And you have flange is in tension. Okay. And you have different<00:40:51.520><c> values</c><00:40:51.920><c> here</c><00:40:52.720><c> based</c><00:40:53.119><c> on</c><00:40:54.079><c> uh</c><00:40:54.480><c> your</c> different values here based on uh your different values here based on uh your uh<00:40:55.200><c> the</c><00:40:55.440><c> steel</c><00:40:55.680><c> that</c><00:40:55.839><c> you</c><00:40:56.000><c> are</c><00:40:56.079><c> using.</c><00:40:56.400><c> Usually</c> uh the steel that you are using. Usually uh the steel that you are using. Usually you<00:40:56.880><c> are</c><00:40:56.960><c> using</c><00:40:57.119><c> a</c><00:40:57.359><c> steel</c><00:40:57.599><c> or</c><00:40:57.760><c> high</c><00:40:58.000><c> yield</c> you are using a steel or high yield you are using a steel or high yield steel.<00:40:58.800><c> So</c><00:40:58.960><c> these</c><00:40:59.520><c> are</c><00:40:59.760><c> the</c><00:41:00.000><c> values.</c><00:41:00.480><c> You</c><00:41:00.720><c> have</c> steel. So these are the values. You have steel. So these are the values. You have different<00:41:01.200><c> values</c><00:41:01.520><c> here.</c><00:41:02.079><c> It</c><00:41:02.319><c> depends</c><00:41:02.640><c> on</c> different values here. It depends on different values here. It depends on which<00:41:03.920><c> type</c><00:41:04.079><c> of</c><00:41:04.240><c> beam</c><00:41:04.560><c> you</c><00:41:04.720><c> are</c><00:41:04.800><c> designing.</c><00:41:05.200><c> If</c> which type of beam you are designing. If which type of beam you are designing. If the<00:41:05.599><c> flange</c><00:41:06.640><c> flanged</c><00:41:07.200><c> beams</c><00:41:07.599><c> and</c><00:41:07.760><c> the</c><00:41:08.000><c> web</c><00:41:08.240><c> is</c> the flange flanged beams and the web is the flange flanged beams and the web is in<00:41:08.800><c> tension</c><00:41:09.520><c> okay</c><00:41:09.839><c> it</c><00:41:10.079><c> depends</c><00:41:10.319><c> on</c><00:41:10.480><c> the</c><00:41:10.640><c> B</c><00:41:10.880><c> web</c> in tension okay it depends on the B web in tension okay it depends on the B web divided<00:41:11.440><c> by</c><00:41:11.680><c> B</c><00:41:11.839><c> if</c><00:41:12.079><c> is</c><00:41:12.160><c> less</c><00:41:12.400><c> than</c><00:41:12.720><c> 04</c><00:41:13.520><c> greater</c> divided by B if is less than 04 greater divided by B if is less than 04 greater than<00:41:14.079><c> or</c><00:41:14.400><c> equal</c><00:41:14.640><c> to</c><00:41:15.040><c> 04.</c><00:41:15.440><c> So</c><00:41:15.599><c> you</c><00:41:15.760><c> have</c><00:41:15.839><c> a</c><00:41:16.000><c> value</c> than or equal to 04. So you have a value than or equal to 04. So you have a value of8%<00:41:17.359><c> on</c><00:41:18.160><c> 13%.</c><00:41:19.359><c> for</c><00:41:19.599><c> flanged</c><00:41:20.160><c> beams</c><00:41:20.480><c> and</c><00:41:20.640><c> the</c> of8% on 13%. for flanged beams and the of8% on 13%. for flanged beams and the flange<00:41:21.440><c> in</c><00:41:21.680><c> tension</c><00:41:22.319><c> like</c><00:41:22.560><c> it</c><00:41:22.720><c> means</c><00:41:22.960><c> like</c><00:41:23.040><c> a</c> flange in tension like it means like a flange in tension like it means like a rectangular<00:41:23.760><c> flanged</c><00:41:24.240><c> beam</c><00:41:24.400><c> but</c><00:41:24.560><c> the</c><00:41:24.720><c> flange</c> rectangular flanged beam but the flange rectangular flanged beam but the flange in<00:41:25.280><c> tension</c><00:41:25.520><c> so</c><00:41:25.680><c> it</c><00:41:25.839><c> will</c><00:41:26.000><c> be</c><00:41:26.160><c> designed</c><00:41:26.400><c> as</c><00:41:26.560><c> a</c> in tension so it will be designed as a in tension so it will be designed as a rectangular<00:41:27.119><c> section</c><00:41:27.920><c> so</c><00:41:28.240><c> if</c><00:41:28.480><c> T</c><00:41:28.640><c> beam</c><00:41:28.880><c> and</c><00:41:29.040><c> L</c> rectangular section so if T beam and L rectangular section so if T beam and L beam<00:41:29.520><c> you</c><00:41:29.680><c> have</c><00:41:30.079><c> here</c><00:41:30.319><c> also</c><00:41:30.640><c> some</c><00:41:31.200><c> values</c><00:41:31.920><c> okay</c> beam you have here also some values okay beam you have here also some values okay let's<00:41:33.760><c> go</c><00:41:33.920><c> back</c> let's go back let's go back how<00:41:36.000><c> about</c><00:41:36.240><c> this</c><00:41:36.480><c> section</c><00:41:36.960><c> section</c><00:41:37.359><c> 3</c><00:41:37.839><c> 12</c><00:41:38.240><c> 112</c> how about this section section 3 12 112 how about this section section 3 12 112 let's<00:41:39.119><c> see</c><00:41:39.280><c> together</c><00:41:39.680><c> it</c><00:41:39.920><c> give</c><00:41:40.079><c> you</c><00:41:40.319><c> also</c><00:41:41.280><c> the</c> let's see together it give you also the let's see together it give you also the spacing<00:41:42.000><c> of</c><00:41:42.160><c> reinforcement</c><00:41:42.880><c> minimum</c> spacing of reinforcement minimum spacing of reinforcement minimum distance<00:41:43.760><c> between</c><00:41:44.400><c> bars</c><00:41:45.119><c> okay</c><00:41:45.599><c> so</c><00:41:45.839><c> the</c> distance between bars okay so the distance between bars okay so the minimum<00:41:46.480><c> distance</c><00:41:46.880><c> between</c><00:41:47.200><c> bars</c><00:41:47.599><c> in</c><00:41:47.839><c> a</c><00:41:48.000><c> case</c> minimum distance between bars in a case minimum distance between bars in a case of<00:41:48.560><c> beams.</c><00:41:50.000><c> Uh</c><00:41:51.440><c> uh</c><00:41:51.680><c> it</c><00:41:51.920><c> is</c><00:41:52.240><c> equals</c><00:41:53.119><c> uh</c><00:41:53.359><c> the</c><00:41:53.599><c> bar</c> of beams. Uh uh it is equals uh the bar of beams. Uh uh it is equals uh the bar size<00:41:54.560><c> when</c><00:41:54.800><c> the</c><00:41:55.040><c> bar</c><00:41:55.280><c> size</c><00:41:56.000><c> exceeds</c><00:41:56.480><c> h</c> size when the bar size exceeds h size when the bar size exceeds h aggregate<00:41:57.760><c> plus</c><00:41:58.079><c> five</c><00:41:58.400><c> a</c><00:41:58.560><c> spacing</c><00:41:58.960><c> less</c><00:41:59.200><c> than</c> aggregate plus five a spacing less than aggregate plus five a spacing less than the<00:41:59.520><c> bar</c><00:41:59.760><c> size</c><00:42:00.000><c> or</c><00:42:00.160><c> equivalent</c><00:42:00.720><c> bar</c><00:42:01.119><c> should</c><00:42:01.359><c> be</c> the bar size or equivalent bar should be the bar size or equivalent bar should be avoided.<00:42:02.079><c> Okay,</c><00:42:02.240><c> what</c><00:42:02.480><c> does</c><00:42:02.560><c> this</c><00:42:02.800><c> mean</c><00:42:02.960><c> here?</c> avoided. Okay, what does this mean here? avoided. Okay, what does this mean here? Okay,<00:42:03.760><c> like</c><00:42:04.000><c> the</c><00:42:04.160><c> conclusion</c><00:42:04.560><c> of</c><00:42:04.800><c> this</c><00:42:04.960><c> part.</c> Okay, like the conclusion of this part. Okay, like the conclusion of this part. It<00:42:05.680><c> tells</c><00:42:05.839><c> you</c><00:42:06.079><c> that</c><00:42:06.319><c> the</c><00:42:06.480><c> spacing</c><00:42:06.880><c> between</c> It tells you that the spacing between It tells you that the spacing between bars<00:42:07.599><c> should</c><00:42:07.839><c> be</c><00:42:07.920><c> taken</c><00:42:09.119><c> greater</c><00:42:09.520><c> than</c><00:42:09.680><c> or</c> bars should be taken greater than or bars should be taken greater than or equals<00:42:10.240><c> to</c><00:42:10.480><c> h</c><00:42:10.720><c> aggregate</c><00:42:11.280><c> plus</c><00:42:11.520><c> 5</c><00:42:11.760><c> mm.</c><00:42:12.560><c> H</c> equals to h aggregate plus 5 mm. H equals to h aggregate plus 5 mm. H aggregate<00:42:13.200><c> is</c><00:42:13.280><c> the</c><00:42:13.359><c> aggregate</c><00:42:13.760><c> size</c><00:42:14.000><c> that</c><00:42:14.160><c> you</c> aggregate is the aggregate size that you aggregate is the aggregate size that you are<00:42:14.480><c> using</c><00:42:15.040><c> plus</c><00:42:15.359><c> 5</c><00:42:15.599><c> mm</c><00:42:16.240><c> to</c><00:42:16.640><c> allow</c><00:42:16.960><c> you</c><00:42:17.119><c> to</c><00:42:17.359><c> have</c> are using plus 5 mm to allow you to have are using plus 5 mm to allow you to have a<00:42:18.160><c> an</c><00:42:18.480><c> enough</c><00:42:18.880><c> space</c><00:42:19.119><c> for</c><00:42:19.359><c> the</c><00:42:19.520><c> aggregate</c><00:42:20.000><c> to</c> a an enough space for the aggregate to a an enough space for the aggregate to go<00:42:20.319><c> between</c><00:42:20.640><c> the</c><00:42:20.880><c> steel</c><00:42:21.119><c> bars.</c><00:42:21.920><c> Usually</c><00:42:22.319><c> we</c> go between the steel bars. Usually we go between the steel bars. Usually we take<00:42:22.720><c> this</c><00:42:22.960><c> as</c><00:42:23.440><c> a</c><00:42:23.680><c> minimum</c><00:42:24.000><c> of</c><00:42:24.240><c> 25</c><00:42:25.119><c> mm</c><00:42:26.560><c> H</c> take this as a minimum of 25 mm H take this as a minimum of 25 mm H aggregate<00:42:27.359><c> plus</c><00:42:28.240><c> 5</c><00:42:28.720><c> mm.</c><00:42:29.839><c> Okay.</c><00:42:30.640><c> Also</c><00:42:30.960><c> if</c><00:42:31.200><c> the</c> aggregate plus 5 mm. Okay. Also if the aggregate plus 5 mm. Okay. Also if the bar<00:42:31.680><c> size</c><00:42:32.000><c> is</c><00:42:32.240><c> greater</c><00:42:32.560><c> than</c><00:42:32.720><c> the</c><00:42:32.880><c> H</c><00:42:33.119><c> aggregate</c> bar size is greater than the H aggregate bar size is greater than the H aggregate plus<00:42:34.079><c> 5</c><00:42:34.400><c> mm</c><00:42:35.119><c> in</c><00:42:35.280><c> this</c><00:42:35.440><c> case</c><00:42:35.680><c> it</c><00:42:35.839><c> will</c><00:42:36.000><c> govern</c> plus 5 mm in this case it will govern plus 5 mm in this case it will govern the<00:42:36.560><c> spacing</c><00:42:37.040><c> and</c><00:42:37.280><c> in</c><00:42:37.440><c> this</c><00:42:37.599><c> case</c><00:42:37.839><c> take</c><00:42:38.079><c> it</c> the spacing and in this case take it the spacing and in this case take it greater<00:42:38.640><c> than</c><00:42:39.359><c> the</c><00:42:39.760><c> bar</c><00:42:40.079><c> size.</c><00:42:40.560><c> So</c><00:42:40.720><c> it</c><00:42:40.960><c> is</c><00:42:41.440><c> the</c> greater than the bar size. So it is the greater than the bar size. So it is the spacing<00:42:42.160><c> will</c><00:42:42.400><c> be</c><00:42:43.359><c> uh</c><00:42:43.680><c> between</c><00:42:44.000><c> the</c><00:42:44.160><c> bars</c><00:42:44.480><c> the</c> spacing will be uh between the bars the spacing will be uh between the bars the minimum<00:42:44.960><c> spacing</c><00:42:45.440><c> will</c><00:42:45.680><c> be</c><00:42:45.839><c> the</c><00:42:46.640><c> maximum</c><00:42:47.040><c> of</c> minimum spacing will be the maximum of minimum spacing will be the maximum of two<00:42:47.440><c> values</c><00:42:47.760><c> each</c><00:42:48.400><c> a</c><00:42:48.400><c> aggregate</c><00:42:48.880><c> plus</c><00:42:49.359><c> five</c><00:42:49.760><c> or</c> two values each a aggregate plus five or two values each a aggregate plus five or the<00:42:51.200><c> five</c><00:42:51.599><c> of</c><00:42:51.839><c> the</c><00:42:52.000><c> bar</c><00:42:52.480><c> okay</c><00:42:53.119><c> which</c><00:42:53.359><c> one</c><00:42:53.599><c> is</c> the five of the bar okay which one is the five of the bar okay which one is greater<00:42:54.160><c> you</c><00:42:54.400><c> take</c><00:42:54.560><c> it</c><00:42:54.960><c> also</c><00:42:55.280><c> in</c><00:42:55.440><c> the</c><00:42:55.599><c> vertical</c> greater you take it also in the vertical greater you take it also in the vertical distance<00:42:56.640><c> between</c><00:42:56.880><c> the</c><00:42:57.119><c> bar</c><00:42:57.359><c> if</c><00:42:57.440><c> you</c><00:42:57.520><c> are</c> distance between the bar if you are distance between the bar if you are using<00:42:57.920><c> more</c><00:42:58.160><c> than</c><00:42:58.400><c> one</c><00:42:58.800><c> layer</c><00:42:59.359><c> also</c><00:42:59.839><c> the</c> using more than one layer also the using more than one layer also the vertical<00:43:00.720><c> distance</c><00:43:01.119><c> between</c><00:43:01.520><c> bars</c><00:43:01.920><c> shouldn't</c> vertical distance between bars shouldn't vertical distance between bars shouldn't be<00:43:02.480><c> less</c><00:43:02.800><c> than</c><00:43:03.200><c> two</c><00:43:03.839><c> h</c><00:43:04.240><c> aggregate</c><00:43:04.720><c> over</c><00:43:05.040><c> three</c> be less than two h aggregate over three be less than two h aggregate over three okay<00:43:05.920><c> two</c><00:43:06.079><c> h</c><00:43:06.319><c> aggregate</c><00:43:06.720><c> over</c><00:43:06.960><c> three</c><00:43:07.200><c> and</c> okay two h aggregate over three and okay two h aggregate over three and usually<00:43:07.599><c> we</c><00:43:07.760><c> take</c><00:43:07.920><c> it</c><00:43:08.079><c> also</c><00:43:08.400><c> similar</c><00:43:08.720><c> to</c><00:43:08.880><c> the</c> usually we take it also similar to the usually we take it also similar to the five<00:43:09.680><c> diameter</c><00:43:10.160><c> or</c><00:43:10.400><c> 25</c><00:43:10.880><c> mm.</c><00:43:12.240><c> Okay.</c><00:43:12.560><c> How</c><00:43:12.720><c> about</c> five diameter or 25 mm. Okay. How about five diameter or 25 mm. Okay. How about the<00:43:13.040><c> maximum</c><00:43:13.520><c> spacing?</c><00:43:14.000><c> Also,</c><00:43:14.240><c> we</c><00:43:14.480><c> have</c><00:43:14.560><c> a</c> the maximum spacing? Also, we have a the maximum spacing? Also, we have a maximum<00:43:15.040><c> spacing</c><00:43:15.359><c> between</c><00:43:15.760><c> bars.</c><00:43:16.960><c> Uh</c><00:43:17.280><c> the</c> maximum spacing between bars. Uh the maximum spacing between bars. Uh the maximum<00:43:17.920><c> spacing</c><00:43:18.240><c> in</c><00:43:18.400><c> a</c><00:43:18.560><c> case</c><00:43:18.720><c> of</c><00:43:18.960><c> 460</c><00:43:19.839><c> if</c><00:43:20.000><c> you</c> maximum spacing in a case of 460 if you maximum spacing in a case of 460 if you assume<00:43:20.960><c> no</c><00:43:21.359><c> redistribution.</c> assume no redistribution. assume no redistribution. Uh<00:43:23.680><c> so</c><00:43:23.920><c> the</c><00:43:24.160><c> value</c><00:43:24.400><c> will</c><00:43:24.560><c> be</c><00:43:25.200><c> 155</c><00:43:25.920><c> mm.</c><00:43:26.960><c> So</c><00:43:27.680><c> we</c> Uh so the value will be 155 mm. So we Uh so the value will be 155 mm. So we have<00:43:28.079><c> a</c><00:43:28.319><c> range</c><00:43:28.560><c> of</c><00:43:28.720><c> the</c><00:43:28.960><c> spacing.</c><00:43:29.520><c> The</c><00:43:29.760><c> minimum</c> have a range of the spacing. The minimum have a range of the spacing. The minimum will<00:43:30.319><c> be</c><00:43:30.480><c> H</c><00:43:30.720><c> aggregate</c><00:43:31.200><c> plus</c><00:43:31.520><c> 5</c><00:43:32.240><c> or</c><00:43:33.440><c> five</c> will be H aggregate plus 5 or five will be H aggregate plus 5 or five diameter<00:43:34.400><c> which</c><00:43:34.640><c> one</c><00:43:34.800><c> is</c><00:43:34.960><c> greater</c><00:43:35.920><c> and</c> diameter which one is greater and diameter which one is greater and usually<00:43:36.640><c> this</c><00:43:36.880><c> is</c><00:43:37.040><c> about</c><00:43:37.440><c> 25</c><00:43:38.000><c> mm.</c> usually this is about 25 mm. usually this is about 25 mm. Okay.<00:43:39.920><c> And</c><00:43:40.160><c> the</c><00:43:40.400><c> maximum</c><00:43:40.800><c> spacing</c><00:43:41.280><c> between</c> Okay. And the maximum spacing between Okay. And the maximum spacing between bars<00:43:42.319><c> shouldn't</c><00:43:42.800><c> exceed</c><00:43:44.160><c> 155</c><00:43:44.880><c> mm</c><00:43:45.440><c> in</c><00:43:45.599><c> a</c><00:43:45.760><c> case</c> bars shouldn't exceed 155 mm in a case bars shouldn't exceed 155 mm in a case of<00:43:46.240><c> 460</c> of 460 of 460 steel<00:43:48.640><c> uh</c><00:43:49.200><c> high</c><00:43:49.440><c> yield</c><00:43:49.839><c> steel</c><00:43:50.400><c> you</c><00:43:50.640><c> are</c><00:43:50.800><c> using.</c> steel uh high yield steel you are using. steel uh high yield steel you are using. Okay.<00:43:52.319><c> So</c><00:43:52.560><c> between</c><00:43:53.040><c> 25</c><00:43:53.599><c> and</c><00:43:55.040><c> 155</c><00:43:56.480><c> mm.</c><00:43:57.839><c> Then</c> Okay. So between 25 and 155 mm. Then Okay. So between 25 and 155 mm. Then once<00:43:58.319><c> you</c><00:43:58.480><c> did</c><00:43:58.640><c> that</c><00:43:59.040><c> you</c><00:43:59.280><c> have</c><00:43:59.440><c> to</c><00:43:59.599><c> make</c><00:43:59.920><c> your</c> once you did that you have to make your once you did that you have to make your drawing<00:44:00.800><c> and</c><00:44:01.040><c> detailing</c><00:44:01.520><c> of</c><00:44:01.760><c> the</c><00:44:01.920><c> beam</c><00:44:02.319><c> long</c> drawing and detailing of the beam long drawing and detailing of the beam long section<00:44:03.280><c> and</c><00:44:03.520><c> the</c><00:44:03.680><c> cross-section</c><00:44:04.240><c> at</c><00:44:04.480><c> mid</c> section and the cross-section at mid section and the cross-section at mid spand<00:44:05.119><c> and</c><00:44:05.280><c> at</c><00:44:05.520><c> support.</c><00:44:06.720><c> And</c><00:44:07.359><c> we</c><00:44:07.599><c> have</c><00:44:07.839><c> figure</c> spand and at support. And we have figure spand and at support. And we have figure 324<00:44:09.760><c> in</c><00:44:10.000><c> the</c><00:44:10.160><c> code</c><00:44:10.400><c> that</c><00:44:10.800><c> shows</c><00:44:11.200><c> how</c><00:44:11.440><c> to</c><00:44:11.839><c> do</c> 324 in the code that shows how to do 324 in the code that shows how to do this.<00:44:13.119><c> Let's</c><00:44:13.359><c> see</c><00:44:13.520><c> here</c><00:44:13.839><c> together</c><00:44:14.720><c> uh</c><00:44:14.880><c> like</c> this. Let's see here together uh like this. Let's see here together uh like modification<00:44:15.760><c> of</c><00:44:16.079><c> this</c><00:44:16.720><c> drawing</c><00:44:17.280><c> or</c><00:44:17.599><c> this</c> modification of this drawing or this modification of this drawing or this drawing<00:44:18.079><c> to</c><00:44:18.319><c> make</c><00:44:18.400><c> it</c><00:44:18.560><c> easier</c><00:44:18.800><c> for</c><00:44:19.040><c> you</c><00:44:19.200><c> to</c> drawing to make it easier for you to drawing to make it easier for you to understand.<00:44:20.640><c> In</c><00:44:20.800><c> a</c><00:44:20.960><c> case</c><00:44:21.119><c> of</c><00:44:21.280><c> simply</c> understand. In a case of simply understand. In a case of simply supported<00:44:22.160><c> beam</c><00:44:22.960><c> the</c><00:44:23.200><c> code</c><00:44:23.359><c> is</c><00:44:23.599><c> allowing</c><00:44:23.920><c> you</c> supported beam the code is allowing you supported beam the code is allowing you to<00:44:24.240><c> cut</c><00:44:24.560><c> 50%</c><00:44:25.200><c> of</c><00:44:25.359><c> the</c><00:44:25.520><c> bars</c><00:44:25.920><c> and</c><00:44:26.079><c> extend</c><00:44:26.560><c> 50%</c><00:44:27.119><c> of</c> to cut 50% of the bars and extend 50% of to cut 50% of the bars and extend 50% of the<00:44:27.520><c> bar.</c><00:44:28.160><c> So</c><00:44:28.400><c> if</c><00:44:28.640><c> you</c><00:44:28.800><c> have</c><00:44:28.960><c> here</c><00:44:29.359><c> 100%</c><00:44:30.079><c> at</c><00:44:30.319><c> the</c> the bar. So if you have here 100% at the the bar. So if you have here 100% at the middle<00:44:30.720><c> because</c><00:44:30.880><c> you</c><00:44:31.040><c> have</c><00:44:31.200><c> the</c><00:44:31.359><c> maximum</c> middle because you have the maximum middle because you have the maximum moment<00:44:32.079><c> here.</c><00:44:32.720><c> So</c><00:44:32.880><c> it</c><00:44:33.119><c> allows</c><00:44:33.359><c> you</c><00:44:33.520><c> to</c><00:44:33.680><c> cut</c><00:44:34.000><c> 50%</c> moment here. So it allows you to cut 50% moment here. So it allows you to cut 50% of<00:44:34.880><c> the</c><00:44:35.040><c> bar</c><00:44:35.280><c> and</c><00:44:35.440><c> what</c><00:44:35.680><c> will</c><00:44:35.839><c> be</c><00:44:35.920><c> the</c><00:44:36.160><c> distance</c> of the bar and what will be the distance of the bar and what will be the distance here<00:44:36.720><c> the</c><00:44:36.960><c> distance</c><00:44:37.200><c> from</c><00:44:37.440><c> the</c><00:44:37.599><c> center</c><00:44:37.920><c> line</c> here the distance from the center line here the distance from the center line of<00:44:38.319><c> the</c><00:44:38.640><c> column</c><00:44:39.680><c> to</c><00:44:40.240><c> this</c><00:44:40.560><c> cut</c><00:44:41.040><c> it</c><00:44:41.280><c> is</c><00:44:41.839><c> 08</c><00:44:42.800><c> L</c> of the column to this cut it is 08 L of the column to this cut it is 08 L where<00:44:43.520><c> the</c><00:44:43.680><c> L</c><00:44:43.920><c> is</c><00:44:44.160><c> the</c><00:44:44.319><c> span</c><00:44:44.560><c> from</c><00:44:44.800><c> center</c><00:44:45.040><c> line</c> where the L is the span from center line where the L is the span from center line to<00:44:45.440><c> center</c><00:44:45.760><c> line</c><00:44:46.000><c> so</c><00:44:46.240><c> this</c><00:44:46.400><c> is</c><00:44:46.480><c> in</c><00:44:46.640><c> case</c><00:44:46.800><c> of</c> to center line so this is in case of to center line so this is in case of simply<00:44:47.359><c> supported</c><00:44:47.839><c> beams</c><00:44:48.560><c> in</c><00:44:48.880><c> case</c><00:44:49.040><c> of</c> simply supported beams in case of simply supported beams in case of continuous<00:44:49.760><c> beams</c><00:44:50.720><c> also</c><00:44:51.040><c> here</c><00:44:51.280><c> it</c><00:44:51.520><c> allows</c><00:44:51.839><c> you</c> continuous beams also here it allows you continuous beams also here it allows you to<00:44:52.319><c> extend</c><00:44:52.880><c> 30%</c><00:44:53.520><c> of</c><00:44:53.760><c> the</c><00:44:53.920><c> bars</c><00:44:54.160><c> and</c><00:44:54.319><c> you</c><00:44:54.480><c> can</c> to extend 30% of the bars and you can to extend 30% of the bars and you can cut<00:44:55.920><c> 70%.</c> cut 70%. cut 70%. And<00:44:57.599><c> the</c><00:44:57.839><c> distance</c><00:44:58.240><c> here</c><00:44:58.560><c> will</c><00:44:58.800><c> be</c><00:44:58.960><c> from</c><00:44:59.200><c> the</c> And the distance here will be from the And the distance here will be from the end<00:44:59.760><c> support</c><00:45:00.720><c> L</c><00:45:00.960><c> /</c><00:45:01.200><c> 10</c><00:45:01.440><c> or.1</c><00:45:02.800><c> L</c><00:45:03.040><c> and</c><00:45:03.200><c> from</c><00:45:03.440><c> the</c> end support L / 10 or.1 L and from the end support L / 10 or.1 L and from the middle<00:45:04.400><c> support</c><00:45:04.880><c> will</c><00:45:05.119><c> be</c><00:45:05.680><c> 15</c><00:45:06.400><c> L.</c><00:45:06.880><c> Usually</c><00:45:07.280><c> we</c> middle support will be 15 L. Usually we middle support will be 15 L. Usually we cut<00:45:07.680><c> 50</c><00:45:08.079><c> 50%</c><00:45:08.800><c> 50%</c><00:45:10.079><c> but</c><00:45:10.319><c> the</c><00:45:10.560><c> code</c><00:45:10.800><c> is</c><00:45:11.040><c> allowing</c> cut 50 50% 50% but the code is allowing cut 50 50% 50% but the code is allowing you<00:45:11.599><c> to</c><00:45:12.319><c> uh</c><00:45:12.880><c> cut</c><00:45:13.280><c> 70%</c><00:45:14.079><c> and</c><00:45:14.400><c> extend</c><00:45:14.880><c> 30%.</c> you to uh cut 70% and extend 30%. you to uh cut 70% and extend 30%. The<00:45:16.720><c> top</c><00:45:17.040><c> reinforcement</c><00:45:17.760><c> here</c><00:45:18.480><c> okay</c><00:45:19.200><c> above</c> The top reinforcement here okay above The top reinforcement here okay above the<00:45:19.760><c> support</c><00:45:20.240><c> you</c><00:45:20.400><c> will</c><00:45:20.640><c> have</c><00:45:20.880><c> the</c><00:45:21.119><c> required</c> the support you will have the required the support you will have the required reinforcement<00:45:22.160><c> because</c><00:45:22.400><c> this</c><00:45:22.640><c> will</c><00:45:22.800><c> be</c><00:45:22.880><c> a</c> reinforcement because this will be a reinforcement because this will be a negative<00:45:23.280><c> moment</c><00:45:23.599><c> here</c><00:45:23.760><c> and</c><00:45:23.920><c> you</c><00:45:24.079><c> have</c><00:45:24.160><c> a</c> negative moment here and you have a negative moment here and you have a height<00:45:25.040><c> inside</c><00:45:25.520><c> stresses.</c><00:45:26.560><c> So</c><00:45:26.800><c> it</c><00:45:27.119><c> allows</c><00:45:27.440><c> you</c> height inside stresses. So it allows you height inside stresses. So it allows you to<00:45:28.400><c> cut</c><00:45:29.520><c> the</c><00:45:30.560><c> part</c><00:45:30.800><c> of</c><00:45:30.960><c> the</c><00:45:31.200><c> bars</c><00:45:31.520><c> here</c><00:45:31.920><c> 60%</c> to cut the part of the bars here 60% to cut the part of the bars here 60% here<00:45:32.960><c> will</c><00:45:33.200><c> be</c><00:45:33.359><c> extended</c><00:45:33.760><c> to</c><00:45:34.000><c> a</c><00:45:34.160><c> distance</c><00:45:34.560><c> of</c> here will be extended to a distance of here will be extended to a distance of span<00:45:36.160><c> over</c><00:45:36.640><c> four.25</c><00:45:37.520><c> 25</c><00:45:38.000><c> of</c><00:45:38.240><c> this</c><00:45:38.480><c> band</c><00:45:38.720><c> but</c> span over four.25 25 of this band but span over four.25 25 of this band but from<00:45:39.200><c> the</c><00:45:39.359><c> face</c><00:45:39.760><c> of</c><00:45:40.000><c> the</c><00:45:40.160><c> beam.</c><00:45:40.800><c> Then</c><00:45:41.040><c> if</c><00:45:41.200><c> you</c> from the face of the beam. Then if you from the face of the beam. Then if you want<00:45:41.440><c> to</c><00:45:41.599><c> cut</c><00:45:41.839><c> another</c><00:45:42.240><c> part</c><00:45:42.400><c> of</c><00:45:42.560><c> the</c><00:45:42.800><c> bars</c> want to cut another part of the bars want to cut another part of the bars okay<00:45:44.000><c> the</c><00:45:44.240><c> minimum</c><00:45:44.640><c> distance</c><00:45:45.040><c> here</c><00:45:45.280><c> it</c><00:45:45.520><c> will</c> okay the minimum distance here it will okay the minimum distance here it will be<00:45:46.240><c> 15</c><00:45:47.040><c> L</c><00:45:47.440><c> 15%</c><00:45:48.160><c> of</c><00:45:48.319><c> the</c><00:45:48.480><c> span</c><00:45:48.880><c> again</c><00:45:49.119><c> from</c><00:45:49.359><c> the</c> be 15 L 15% of the span again from the be 15 L 15% of the span again from the face.<00:45:50.160><c> So</c><00:45:50.400><c> for</c><00:45:50.560><c> the</c><00:45:50.800><c> top</c><00:45:50.960><c> reinforcement</c><00:45:51.599><c> the</c> face. So for the top reinforcement the face. So for the top reinforcement the distance<00:45:52.079><c> is</c><00:45:52.319><c> always</c><00:45:52.800><c> measured</c><00:45:53.280><c> from</c><00:45:53.760><c> the</c> distance is always measured from the distance is always measured from the face<00:45:55.040><c> of</c><00:45:55.200><c> the</c><00:45:55.359><c> beam.</c><00:45:56.160><c> For</c><00:45:56.400><c> the</c><00:45:56.560><c> bottom</c> face of the beam. For the bottom face of the beam. For the bottom reinforcement<00:45:57.599><c> the</c><00:45:57.839><c> distance</c><00:45:58.079><c> is</c><00:45:58.400><c> always</c> reinforcement the distance is always reinforcement the distance is always measured<00:45:59.280><c> from</c><00:45:59.520><c> the</c><00:45:59.760><c> center</c><00:46:00.079><c> line</c><00:46:00.400><c> of</c><00:46:00.560><c> the</c> measured from the center line of the measured from the center line of the beam.<00:46:01.599><c> How</c><00:46:01.839><c> about</c><00:46:02.000><c> this</c><00:46:02.240><c> reinforcement</c><00:46:02.960><c> here</c> beam. How about this reinforcement here beam. How about this reinforcement here which<00:46:03.359><c> is</c><00:46:03.520><c> 20%.</c><00:46:04.240><c> This</c><00:46:04.400><c> is</c><00:46:04.560><c> hangers.</c><00:46:05.040><c> We</c><00:46:05.280><c> call</c> which is 20%. This is hangers. We call which is 20%. This is hangers. We call them<00:46:05.599><c> hangers.</c><00:46:06.560><c> Theoretically,</c><00:46:07.119><c> you</c><00:46:07.359><c> don't</c> them hangers. Theoretically, you don't them hangers. Theoretically, you don't need<00:46:07.680><c> reinforcement</c><00:46:08.400><c> here</c><00:46:08.880><c> because</c><00:46:09.280><c> you</c> need reinforcement here because you need reinforcement here because you don't<00:46:09.680><c> have</c><00:46:10.480><c> uh</c><00:46:10.720><c> tensile</c><00:46:11.280><c> forces</c><00:46:12.160><c> at</c><00:46:12.560><c> this</c> don't have uh tensile forces at this don't have uh tensile forces at this part<00:46:13.200><c> or</c><00:46:13.359><c> this</c><00:46:13.920><c> part</c><00:46:14.160><c> of</c><00:46:14.319><c> the</c><00:46:14.480><c> beam.</c><00:46:15.200><c> But</c><00:46:15.760><c> you</c> part or this part of the beam. But you part or this part of the beam. But you need<00:46:16.240><c> some</c><00:46:16.480><c> reinforcement</c><00:46:17.200><c> minimum</c> need some reinforcement minimum need some reinforcement minimum reinforcement<00:46:18.160><c> for</c><00:46:18.560><c> shrinkage</c> reinforcement for shrinkage reinforcement for shrinkage for<00:46:20.720><c> temperature</c><00:46:21.280><c> changes</c><00:46:21.680><c> and</c><00:46:21.920><c> also</c><00:46:22.480><c> for</c> for temperature changes and also for for temperature changes and also for hanging<00:46:23.839><c> the</c><00:46:24.240><c> lengths</c><00:46:24.640><c> because</c><00:46:24.800><c> you</c><00:46:25.040><c> have</c> hanging the lengths because you have hanging the lengths because you have steerups<00:46:25.920><c> and</c><00:46:26.160><c> you</c><00:46:26.480><c> this</c><00:46:26.800><c> why</c><00:46:26.960><c> we</c><00:46:27.200><c> call</c><00:46:27.359><c> these</c> steerups and you this why we call these steerups and you this why we call these types<00:46:27.920><c> of</c><00:46:28.079><c> bars</c><00:46:28.480><c> hangers</c><00:46:29.359><c> and</c><00:46:29.599><c> this</c><00:46:29.839><c> bars</c><00:46:30.160><c> is</c> types of bars hangers and this bars is types of bars hangers and this bars is always<00:46:30.720><c> taking</c><00:46:31.119><c> 20%</c><00:46:31.920><c> of</c><00:46:32.160><c> the</c><00:46:32.400><c> bottom</c><00:46:32.800><c> steer</c> always taking 20% of the bottom steer always taking 20% of the bottom steer reinforcement.<00:46:33.839><c> take</c><00:46:34.000><c> it</c><00:46:34.160><c> as</c><00:46:34.319><c> a</c><00:46:34.480><c> minimum</c><00:46:35.119><c> 20%</c> reinforcement. take it as a minimum 20% reinforcement. take it as a minimum 20% of<00:46:36.000><c> the</c><00:46:36.160><c> bottom</c><00:46:36.480><c> steer</c><00:46:36.800><c> reinforcement.</c><00:46:37.440><c> So</c><00:46:37.520><c> if</c> of the bottom steer reinforcement. So if of the bottom steer reinforcement. So if you<00:46:37.839><c> have</c><00:46:38.000><c> here</c><00:46:38.640><c> let's</c><00:46:38.960><c> say</c><00:46:39.520><c> 10</c><00:46:39.839><c> bars</c><00:46:40.560><c> of</c> you have here let's say 10 bars of you have here let's say 10 bars of diameter<00:46:41.520><c> you</c><00:46:41.680><c> take</c><00:46:42.000><c> two</c><00:46:42.240><c> bars</c><00:46:42.640><c> as</c><00:46:42.960><c> minimum.</c> diameter you take two bars as minimum. diameter you take two bars as minimum. Okay,<00:46:43.920><c> you</c><00:46:44.160><c> can</c><00:46:44.400><c> increase.</c><00:46:44.720><c> Yes,</c><00:46:44.880><c> you</c><00:46:45.040><c> can</c> Okay, you can increase. Yes, you can Okay, you can increase. Yes, you can increase<00:46:45.599><c> than</c><00:46:45.839><c> 20%.</c><00:46:46.880><c> Of</c><00:46:47.040><c> course,</c><00:46:47.280><c> because</c> increase than 20%. Of course, because increase than 20%. Of course, because 20%<00:46:48.240><c> is</c><00:46:48.480><c> the</c><00:46:49.119><c> minimum</c><00:46:49.680><c> for</c><00:46:49.920><c> the</c><00:46:50.079><c> can</c><00:46:50.319><c> lever</c> 20% is the minimum for the can lever 20% is the minimum for the can lever also<00:46:50.960><c> you</c><00:46:51.119><c> can</c><00:46:51.200><c> extend</c><00:46:51.839><c> 50%</c><00:46:52.640><c> will</c><00:46:52.880><c> be</c><00:46:53.119><c> with</c><00:46:53.359><c> the</c> also you can extend 50% will be with the also you can extend 50% will be with the whole<00:46:53.680><c> length</c><00:46:53.920><c> of</c><00:46:54.079><c> the</c><00:46:54.160><c> can</c><00:46:54.480><c> lever</c><00:46:54.960><c> another</c> whole length of the can lever another whole length of the can lever another 50%<00:46:56.079><c> were</c><00:46:56.319><c> short</c><00:46:56.560><c> will</c><00:46:56.800><c> be</c><00:46:56.960><c> shorter</c><00:46:57.760><c> where</c> 50% were short will be shorter where 50% were short will be shorter where this<00:46:58.319><c> distance</c><00:46:58.720><c> is</c><00:46:59.040><c> the</c><00:46:59.839><c> greater</c><00:47:00.160><c> of</c><00:47:00.400><c> L</c><00:47:00.640><c> /</c><00:47:00.960><c> two</c> this distance is the greater of L / two this distance is the greater of L / two the<00:47:01.359><c> span</c><00:47:01.680><c> over</c><00:47:02.000><c> two</c><00:47:02.240><c> or</c><00:47:02.800><c> 45</c><00:47:03.520><c> times</c><00:47:04.000><c> bar</c> the span over two or 45 times bar the span over two or 45 times bar diameter.<00:47:05.200><c> So</c><00:47:05.359><c> this</c><00:47:05.520><c> is</c><00:47:05.680><c> showing</c><00:47:06.000><c> you</c><00:47:06.240><c> how</c><00:47:06.480><c> to</c> diameter. So this is showing you how to diameter. So this is showing you how to make<00:47:07.359><c> curtailment</c><00:47:08.000><c> of</c><00:47:08.160><c> the</c><00:47:08.240><c> steer</c> make curtailment of the steer make curtailment of the steer reinforcement.<00:47:09.119><c> How</c><00:47:09.280><c> to</c><00:47:09.440><c> cut</c><00:47:09.599><c> your</c><00:47:09.920><c> steer</c> reinforcement. How to cut your steer reinforcement. How to cut your steer reinforcement<00:47:10.960><c> according</c><00:47:11.359><c> to</c><00:47:11.440><c> the</c><00:47:11.680><c> bridge</c> reinforcement according to the bridge reinforcement according to the bridge standard.<00:47:12.880><c> Also</c><00:47:13.920><c> at</c><00:47:14.160><c> the</c><00:47:14.319><c> end</c><00:47:14.640><c> anchorage</c><00:47:15.280><c> at</c> standard. Also at the end anchorage at standard. Also at the end anchorage at simply<00:47:15.839><c> supported</c><00:47:16.319><c> here</c><00:47:16.560><c> at</c><00:47:16.800><c> the</c><00:47:16.960><c> end</c><00:47:17.200><c> here</c> simply supported here at the end here simply supported here at the end here you<00:47:18.079><c> have</c><00:47:18.240><c> this</c><00:47:18.560><c> steel</c><00:47:18.960><c> bar</c><00:47:19.599><c> is</c><00:47:19.760><c> under</c><00:47:20.079><c> tension</c> you have this steel bar is under tension you have this steel bar is under tension because<00:47:20.720><c> it</c><00:47:20.880><c> hasn't</c><00:47:21.200><c> inside</c><00:47:21.680><c> stresses</c><00:47:22.079><c> at</c><00:47:22.640><c> the</c> because it hasn't inside stresses at the because it hasn't inside stresses at the middle<00:47:23.520><c> of</c><00:47:23.760><c> the</c><00:47:23.920><c> span.</c><00:47:24.640><c> So</c><00:47:24.800><c> how</c><00:47:25.040><c> to</c><00:47:25.200><c> extend?</c> middle of the span. So how to extend? middle of the span. So how to extend? What<00:47:25.760><c> will</c><00:47:25.920><c> be</c><00:47:26.000><c> this</c><00:47:26.240><c> distance</c><00:47:26.560><c> from</c><00:47:26.720><c> the</c> What will be this distance from the What will be this distance from the center<00:47:27.119><c> line</c><00:47:27.359><c> to</c><00:47:27.599><c> the</c><00:47:27.760><c> end</c><00:47:28.640><c> it</c><00:47:28.880><c> is</c><00:47:30.240><c> uh</c><00:47:30.960><c> beyond</c> center line to the end it is uh beyond center line to the end it is uh beyond 12<00:47:32.240><c> times</c><00:47:32.960><c> bar</c><00:47:33.280><c> diameter.</c><00:47:33.760><c> If</c><00:47:33.920><c> you</c><00:47:34.000><c> have</c><00:47:34.079><c> a</c><00:47:34.240><c> bar</c> 12 times bar diameter. If you have a bar 12 times bar diameter. If you have a bar diameter<00:47:35.119><c> here</c><00:47:35.359><c> it's</c><00:47:35.760><c> five.</c><00:47:36.640><c> Okay.</c><00:47:37.280><c> So</c><00:47:37.520><c> this</c> diameter here it's five. Okay. So this diameter here it's five. Okay. So this distance<00:47:38.079><c> from</c><00:47:38.240><c> the</c><00:47:38.400><c> center</c><00:47:38.720><c> line</c><00:47:38.960><c> to</c><00:47:39.119><c> the</c><00:47:39.280><c> end</c> distance from the center line to the end distance from the center line to the end of<00:47:39.520><c> the</c><00:47:39.680><c> bar</c><00:47:39.920><c> it</c><00:47:40.079><c> is</c><00:47:40.240><c> 12</c><00:47:40.480><c> times</c><00:47:40.800><c> bar</c><00:47:41.040><c> diameter.</c> of the bar it is 12 times bar diameter. of the bar it is 12 times bar diameter. So<00:47:41.920><c> what</c><00:47:42.160><c> if</c><00:47:42.400><c> this</c><00:47:42.720><c> distance</c><00:47:43.040><c> is</c><00:47:43.280><c> not</c><00:47:43.520><c> enough?</c> So what if this distance is not enough? So what if this distance is not enough? So<00:47:44.480><c> you</c><00:47:44.720><c> have</c><00:47:44.880><c> to</c><00:47:45.040><c> bend</c><00:47:45.359><c> the</c><00:47:45.599><c> bar.</c><00:47:45.920><c> We</c><00:47:46.079><c> have</c><00:47:46.160><c> to</c> So you have to bend the bar. We have to So you have to bend the bar. We have to use<00:47:46.560><c> some</c><00:47:46.720><c> hook</c><00:47:47.119><c> here</c><00:47:47.599><c> 90°</c><00:47:48.240><c> hook</c><00:47:48.480><c> and</c><00:47:48.640><c> we</c><00:47:48.800><c> bend</c> use some hook here 90° hook and we bend use some hook here 90° hook and we bend the<00:47:49.280><c> bar</c><00:47:49.839><c> to</c><00:47:50.160><c> extend</c><00:47:50.560><c> and</c><00:47:50.800><c> to</c><00:47:50.960><c> satisfy</c><00:47:51.920><c> this</c> the bar to extend and to satisfy this the bar to extend and to satisfy this requirement<00:47:52.880><c> by</c><00:47:53.520><c> the</c><00:47:53.760><c> code.</c><00:47:54.480><c> Also</c><00:47:55.440><c> beyond</c><00:47:55.760><c> the</c> requirement by the code. Also beyond the requirement by the code. Also beyond the face<00:47:56.160><c> of</c><00:47:56.240><c> the</c><00:47:56.480><c> support</c><00:47:56.960><c> this</c><00:47:57.200><c> distance</c><00:47:57.520><c> from</c> face of the support this distance from face of the support this distance from the<00:47:57.920><c> face</c><00:47:58.160><c> here</c><00:47:58.400><c> to</c><00:47:58.640><c> the</c><00:47:58.800><c> end</c><00:47:59.280><c> it</c><00:47:59.520><c> is</c><00:47:59.760><c> should</c><00:48:00.000><c> be</c> the face here to the end it is should be the face here to the end it is should be greater<00:48:00.560><c> than</c><00:48:01.280><c> d</c><00:48:01.520><c> /2</c><00:48:02.160><c> +</c><00:48:02.560><c> 12</c><00:48:02.960><c> times</c><00:48:03.440><c> per</c> greater than d /2 + 12 times per greater than d /2 + 12 times per diameter.<00:48:04.560><c> Okay.</c><00:48:04.880><c> So</c><00:48:04.960><c> you</c><00:48:05.200><c> have</c><00:48:05.280><c> to</c><00:48:05.440><c> satisfy</c> diameter. Okay. So you have to satisfy diameter. Okay. So you have to satisfy these<00:48:06.560><c> two</c><00:48:06.800><c> values.</c><00:48:07.200><c> So</c><00:48:07.359><c> usually</c><00:48:07.680><c> this</c><00:48:07.920><c> will</c> these two values. So usually this will these two values. So usually this will be<00:48:08.640><c> enough</c><00:48:09.440><c> and</c><00:48:09.839><c> usually</c><00:48:10.240><c> this</c><00:48:10.480><c> distance</c><00:48:10.800><c> is</c> be enough and usually this distance is be enough and usually this distance is not<00:48:11.680><c> you</c><00:48:11.839><c> will</c><00:48:12.000><c> not</c><00:48:12.160><c> be</c><00:48:12.319><c> able</c><00:48:12.560><c> to</c><00:48:12.960><c> uh</c><00:48:13.200><c> to</c> not you will not be able to uh to not you will not be able to uh to satisfy<00:48:13.920><c> this</c><00:48:14.160><c> requirement.</c><00:48:14.800><c> So</c><00:48:14.960><c> we</c><00:48:15.280><c> use</c><00:48:15.440><c> a</c> satisfy this requirement. So we use a satisfy this requirement. So we use a hook<00:48:16.160><c> a</c><00:48:16.400><c> 90°ree</c><00:48:16.960><c> hook</c><00:48:17.200><c> and</c><00:48:17.359><c> we</c><00:48:17.520><c> extended</c><00:48:18.240><c> this</c> hook a 90°ree hook and we extended this hook a 90°ree hook and we extended this bar<00:48:19.040><c> little</c><00:48:19.359><c> bit</c><00:48:19.599><c> up</c><00:48:20.560><c> uh</c><00:48:20.720><c> to</c><00:48:21.119><c> satisfy</c><00:48:21.680><c> this</c> bar little bit up uh to satisfy this bar little bit up uh to satisfy this requirement.<00:48:23.440><c> Okay.</c><00:48:23.760><c> Additional</c> requirement. Okay. Additional requirement. Okay. Additional reinforcement<00:48:24.880><c> in</c><00:48:25.119><c> the</c><00:48:25.280><c> beam.</c><00:48:26.720><c> So</c><00:48:26.960><c> the</c><00:48:27.200><c> code</c> reinforcement in the beam. So the code reinforcement in the beam. So the code also<00:48:27.839><c> is</c><00:48:28.640><c> uh</c><00:48:29.119><c> have</c><00:48:29.359><c> some</c><00:48:29.680><c> requirements</c><00:48:30.240><c> about</c> also is uh have some requirements about also is uh have some requirements about transverse<00:48:31.200><c> reinforcement</c><00:48:31.760><c> in</c><00:48:32.000><c> flanged</c> transverse reinforcement in flanged transverse reinforcement in flanged beams.<00:48:33.040><c> This</c><00:48:33.280><c> transverse</c><00:48:33.839><c> reinforcement</c><00:48:34.559><c> it</c> beams. This transverse reinforcement it beams. This transverse reinforcement it means<00:48:34.960><c> reinforcement</c><00:48:35.599><c> above</c><00:48:35.920><c> the</c><00:48:36.079><c> beam.</c><00:48:36.319><c> This</c> means reinforcement above the beam. This means reinforcement above the beam. This reinforcement<00:48:37.040><c> in</c><00:48:37.200><c> the</c><00:48:37.359><c> slab</c><00:48:38.240><c> it</c><00:48:38.480><c> is</c><00:48:38.800><c> telling</c> reinforcement in the slab it is telling reinforcement in the slab it is telling us<00:48:39.359><c> that</c><00:48:39.680><c> this</c><00:48:39.920><c> reinforcement</c><00:48:40.640><c> as</c><00:48:40.880><c> a</c><00:48:41.040><c> minimum</c> us that this reinforcement as a minimum us that this reinforcement as a minimum should<00:48:41.599><c> be</c><00:48:41.760><c> taken</c><00:48:42.000><c> as</c><00:48:42.720><c> 15%</c><00:48:44.160><c> of</c><00:48:44.400><c> the</c> should be taken as 15% of the should be taken as 15% of the cross-section<00:48:45.440><c> of</c><00:48:45.599><c> the</c><00:48:45.760><c> flange.</c><00:48:46.640><c> 15%</c><00:48:47.280><c> of</c><00:48:47.520><c> the</c> cross-section of the flange. 15% of the cross-section of the flange. 15% of the cross-section<00:48:48.079><c> of</c><00:48:48.160><c> the</c><00:48:48.319><c> flange.</c><00:48:49.359><c> Uh</c><00:48:49.680><c> if</c><00:48:49.920><c> you</c> cross-section of the flange. Uh if you cross-section of the flange. Uh if you did<00:48:50.240><c> that</c><00:48:51.040><c> 15%</c><00:48:52.240><c> 15</c><00:48:52.400><c> divided</c><00:48:52.800><c> by</c><00:48:53.040><c> 100</c><00:48:53.680><c> times</c> did that 15% 15 divided by 100 times did that 15% 15 divided by 100 times 1,000<00:48:55.520><c> if</c><00:48:55.680><c> you</c><00:48:55.839><c> assume</c><00:48:56.160><c> like</c><00:48:56.400><c> 1</c><00:48:56.640><c> m</c><00:48:57.599><c> uh</c><00:48:57.760><c> width</c><00:48:58.079><c> of</c> 1,000 if you assume like 1 m uh width of 1,000 if you assume like 1 m uh width of the<00:48:58.319><c> flange</c><00:48:58.640><c> we</c><00:48:58.800><c> take</c><00:48:58.960><c> 1</c><00:48:59.200><c> meter</c><00:48:59.520><c> because</c><00:48:59.760><c> it's</c> the flange we take 1 meter because it's the flange we take 1 meter because it's the<00:49:00.160><c> slab</c><00:49:00.880><c> times</c><00:49:01.200><c> H.</c><00:49:01.599><c> So</c><00:49:01.760><c> this</c><00:49:01.920><c> will</c><00:49:02.079><c> give</c><00:49:02.240><c> us</c><00:49:02.400><c> a</c> the slab times H. So this will give us a the slab times H. So this will give us a value<00:49:02.880><c> 1.5</c><00:49:03.760><c> HF.</c><00:49:04.559><c> Okay.</c><00:49:05.200><c> If</c><00:49:05.440><c> you</c><00:49:05.599><c> still</c> value 1.5 HF. Okay. If you still value 1.5 HF. Okay. If you still remember<00:49:06.319><c> the</c><00:49:06.960><c> minimum</c><00:49:07.359><c> reinforcement</c><00:49:08.000><c> ratio</c> remember the minimum reinforcement ratio remember the minimum reinforcement ratio in<00:49:08.640><c> the</c><00:49:08.800><c> slabs,</c><00:49:09.200><c> it</c><00:49:09.440><c> was</c><00:49:10.079><c> 13%.</c><00:49:11.280><c> Okay,</c><00:49:12.079><c> here</c><00:49:12.559><c> we</c> in the slabs, it was 13%. Okay, here we in the slabs, it was 13%. Okay, here we have<00:49:12.960><c> a</c><00:49:13.119><c> special</c><00:49:13.599><c> requirement</c><00:49:14.240><c> above</c><00:49:15.200><c> the</c> have a special requirement above the have a special requirement above the beam.<00:49:15.760><c> The</c><00:49:15.920><c> minimum</c><00:49:16.160><c> reinforcement</c><00:49:16.720><c> in</c><00:49:16.880><c> the</c> beam. The minimum reinforcement in the beam. The minimum reinforcement in the slab<00:49:17.280><c> above</c><00:49:17.520><c> the</c><00:49:17.680><c> beam</c><00:49:18.000><c> shouldn't</c><00:49:18.400><c> be</c><00:49:18.720><c> less</c> slab above the beam shouldn't be less slab above the beam shouldn't be less than<00:49:20.000><c> 15%</c><00:49:20.720><c> which</c><00:49:20.960><c> is</c><00:49:21.200><c> little</c><00:49:21.440><c> bit</c><00:49:21.680><c> greater</c> than 15% which is little bit greater than 15% which is little bit greater than<00:49:22.240><c> the</c><00:49:22.400><c> minimum</c><00:49:22.720><c> of</c><00:49:22.880><c> the</c><00:49:23.040><c> slab.</c><00:49:23.440><c> So</c><00:49:23.839><c> you</c> than the minimum of the slab. So you than the minimum of the slab. So you should<00:49:24.240><c> be</c><00:49:24.400><c> careful</c><00:49:24.640><c> in</c><00:49:24.960><c> this</c><00:49:25.119><c> part</c><00:49:25.440><c> and</c> should be careful in this part and should be careful in this part and increase<00:49:26.240><c> little</c><00:49:26.480><c> bit</c><00:49:26.640><c> the</c><00:49:26.800><c> reinforcement</c><00:49:27.359><c> to</c> increase little bit the reinforcement to increase little bit the reinforcement to satisfy<00:49:28.160><c> this</c><00:49:28.480><c> requirement.</c><00:49:29.280><c> Okay.</c><00:49:29.599><c> AS</c> satisfy this requirement. Okay. AS satisfy this requirement. Okay. AS should<00:49:30.319><c> be</c><00:49:30.480><c> greater</c><00:49:30.800><c> than</c><00:49:30.960><c> or</c><00:49:31.200><c> equal</c><00:49:31.520><c> to</c><00:49:32.160><c> 1.5</c> should be greater than or equal to 1.5 should be greater than or equal to 1.5 HF<00:49:33.680><c> or</c><00:49:34.319><c> 15%</c><00:49:34.960><c> of</c><00:49:35.200><c> the</c><00:49:36.240><c> uh</c><00:49:36.400><c> area</c><00:49:36.720><c> of</c><00:49:36.880><c> the</c><00:49:37.040><c> slab.</c> HF or 15% of the uh area of the slab. HF or 15% of the uh area of the slab. Also<00:49:39.920><c> side</c><00:49:40.400><c> reinforcement</c><00:49:41.119><c> in</c><00:49:41.280><c> the</c><00:49:41.440><c> beams.</c><00:49:41.920><c> If</c> Also side reinforcement in the beams. If Also side reinforcement in the beams. If you<00:49:42.240><c> have</c><00:49:42.400><c> a</c><00:49:42.559><c> beam</c><00:49:42.800><c> here</c><00:49:43.040><c> with</c><00:49:43.359><c> H</c><00:49:44.559><c> is</c><00:49:44.880><c> greater</c> you have a beam here with H is greater you have a beam here with H is greater than<00:49:45.680><c> 750</c><00:49:46.640><c> mm.</c><00:49:47.359><c> If</c><00:49:47.599><c> this</c><00:49:47.839><c> H</c><00:49:48.160><c> is</c><00:49:48.400><c> greater</c><00:49:48.720><c> than</c> than 750 mm. If this H is greater than than 750 mm. If this H is greater than 750<00:49:50.160><c> mm,</c><00:49:51.119><c> so</c><00:49:51.440><c> the</c><00:49:51.760><c> code</c><00:49:52.000><c> is</c><00:49:52.240><c> requiring</c><00:49:52.880><c> to</c><00:49:53.280><c> put</c> 750 mm, so the code is requiring to put 750 mm, so the code is requiring to put something<00:49:54.079><c> called</c><00:49:54.400><c> side</c><00:49:54.800><c> bars.</c><00:49:55.359><c> These</c><00:49:55.680><c> are</c> something called side bars. These are something called side bars. These are side<00:49:56.240><c> bars.</c><00:49:56.800><c> It's</c><00:49:57.040><c> not</c><00:49:57.200><c> allowing</c><00:49:57.599><c> to</c><00:49:57.760><c> have</c> side bars. It's not allowing to have side bars. It's not allowing to have only<00:49:58.160><c> top</c><00:49:58.400><c> reinforcement</c><00:49:58.960><c> and</c><00:49:59.200><c> bottom</c> only top reinforcement and bottom only top reinforcement and bottom reinforcement.<00:50:00.319><c> We</c><00:50:00.559><c> should</c><00:50:00.720><c> have</c><00:50:01.040><c> some</c><00:50:01.599><c> side</c> reinforcement. We should have some side reinforcement. We should have some side bars<00:50:02.400><c> here.</c><00:50:03.040><c> This</c><00:50:03.200><c> is</c><00:50:03.359><c> only</c><00:50:03.680><c> in</c><00:50:03.920><c> case</c><00:50:04.079><c> if</c><00:50:04.240><c> H</c><00:50:04.559><c> is</c> bars here. This is only in case if H is bars here. This is only in case if H is greater<00:50:05.040><c> than</c><00:50:05.280><c> 750</c><00:50:06.160><c> mm.</c><00:50:07.200><c> So</c><00:50:07.359><c> in</c><00:50:07.599><c> case</c><00:50:07.760><c> of</c><00:50:07.920><c> H</c><00:50:08.160><c> is</c> greater than 750 mm. So in case of H is greater than 750 mm. So in case of H is less<00:50:08.640><c> than</c><00:50:08.880><c> 700</c><00:50:09.839><c> 50</c><00:50:10.079><c> mm,</c><00:50:10.559><c> it's</c><00:50:10.800><c> not</c><00:50:10.960><c> required</c> less than 700 50 mm, it's not required less than 700 50 mm, it's not required to<00:50:11.359><c> put</c><00:50:11.599><c> the</c><00:50:11.760><c> side</c><00:50:12.000><c> bar.</c><00:50:12.319><c> But</c><00:50:12.480><c> if</c><00:50:12.559><c> it</c><00:50:12.640><c> is</c> to put the side bar. But if it is to put the side bar. But if it is greater,<00:50:13.200><c> you</c><00:50:13.440><c> should</c><00:50:13.599><c> put</c><00:50:13.839><c> side</c><00:50:14.160><c> bars.</c><00:50:14.720><c> Okay,</c> greater, you should put side bars. Okay, greater, you should put side bars. Okay, how<00:50:16.160><c> much</c><00:50:16.400><c> is</c><00:50:16.559><c> these</c><00:50:16.800><c> sidebars?</c><00:50:17.520><c> Okay,</c><00:50:17.839><c> it</c> how much is these sidebars? Okay, it how much is these sidebars? Okay, it tells<00:50:18.319><c> us</c><00:50:19.119><c> the</c><00:50:19.440><c> spacing</c><00:50:19.920><c> between</c><00:50:20.240><c> this</c><00:50:20.480><c> side</c> tells us the spacing between this side tells us the spacing between this side bars<00:50:21.520><c> shouldn't</c><00:50:21.920><c> be</c><00:50:22.079><c> less</c><00:50:22.319><c> than</c><00:50:22.559><c> 250.</c> bars shouldn't be less than 250. bars shouldn't be less than 250. should<00:50:24.640><c> be</c><00:50:24.800><c> less</c><00:50:25.040><c> than</c><00:50:25.119><c> or</c><00:50:25.359><c> equal</c><00:50:25.680><c> 250</c><00:50:26.319><c> mm.</c> should be less than or equal 250 mm. should be less than or equal 250 mm. Okay.<00:50:27.200><c> So</c><00:50:27.359><c> if</c><00:50:27.520><c> you</c><00:50:27.599><c> are</c><00:50:27.760><c> using</c><00:50:28.000><c> side</c><00:50:28.319><c> part</c><00:50:29.280><c> the</c> Okay. So if you are using side part the Okay. So if you are using side part the spacing<00:50:30.160><c> SB</c><00:50:31.359><c> okay</c><00:50:31.680><c> should</c><00:50:31.920><c> be</c><00:50:32.079><c> less</c><00:50:32.319><c> than</c><00:50:32.400><c> or</c> spacing SB okay should be less than or spacing SB okay should be less than or equals<00:50:32.960><c> 250</c><00:50:33.680><c> mm</c><00:50:34.480><c> and</c><00:50:34.880><c> will</c><00:50:35.119><c> cover</c><00:50:35.440><c> 2</c><00:50:35.680><c> over</c> equals 250 mm and will cover 2 over equals 250 mm and will cover 2 over three<00:50:36.160><c> of</c><00:50:36.400><c> the</c><00:50:36.559><c> total</c><00:50:36.800><c> H</c><00:50:37.119><c> of</c><00:50:37.200><c> the</c><00:50:37.359><c> beam</c><00:50:38.240><c> 2</c><00:50:38.480><c> over</c> three of the total H of the beam 2 over three of the total H of the beam 2 over 3<00:50:39.119><c> H.</c><00:50:39.760><c> We</c><00:50:40.000><c> have</c><00:50:40.079><c> to</c><00:50:40.240><c> use</c><00:50:40.400><c> side</c><00:50:40.720><c> bars</c><00:50:41.040><c> here.</c> 3 H. We have to use side bars here. 3 H. We have to use side bars here. Spacing<00:50:42.400><c> should</c><00:50:42.880><c> be</c><00:50:43.200><c> less</c><00:50:43.440><c> than</c><00:50:43.599><c> or</c><00:50:43.760><c> equals</c> Spacing should be less than or equals Spacing should be less than or equals 250.<00:50:45.520><c> And</c><00:50:46.400><c> the</c><00:50:46.640><c> diameter</c><00:50:47.119><c> of</c><00:50:47.359><c> these</c><00:50:47.680><c> side</c><00:50:48.000><c> bars</c> 250. And the diameter of these side bars 250. And the diameter of these side bars here<00:50:49.520><c> should</c><00:50:49.760><c> be</c><00:50:50.000><c> greater</c><00:50:50.319><c> than</c><00:50:50.559><c> the</c><00:50:50.800><c> square</c> here should be greater than the square here should be greater than the square root<00:50:51.359><c> of</c><00:50:51.599><c> B</c><00:50:52.000><c> </c><00:50:52.319><c> SB</c><00:50:52.800><c> divided</c><00:50:53.280><c> by</c><00:50:53.440><c> Field.</c><00:50:54.079><c> Field</c> root of B SB divided by Field. Field root of B * SB divided by Field. Field is<00:50:54.800><c> usually</c><00:50:55.200><c> 460.</c><00:50:56.160><c> B</c><00:50:56.319><c> is</c><00:50:56.480><c> the</c><00:50:56.640><c> B</c><00:50:56.880><c> web</c><00:50:57.200><c> and</c><00:50:57.520><c> SB</c><00:50:58.000><c> is</c> is usually 460. B is the B web and SB is is usually 460. B is the B web and SB is the<00:50:58.319><c> spacing.</c><00:50:58.720><c> So</c><00:50:58.880><c> based</c><00:50:59.200><c> on</c><00:50:59.359><c> the</c><00:50:59.520><c> spacing</c><00:50:59.920><c> you</c> the spacing. So based on the spacing you the spacing. So based on the spacing you can<00:51:00.319><c> choose</c><00:51:00.559><c> the</c><00:51:00.720><c> diameter</c><00:51:01.359><c> or</c><00:51:01.599><c> based</c><00:51:01.839><c> on</c><00:51:02.000><c> the</c> can choose the diameter or based on the can choose the diameter or based on the diameter<00:51:02.559><c> you</c><00:51:02.720><c> will</c><00:51:02.880><c> be</c><00:51:02.960><c> able</c><00:51:03.119><c> to</c><00:51:03.280><c> get</c><00:51:03.440><c> the</c> diameter you will be able to get the diameter you will be able to get the spacing<00:51:04.559><c> between</c><00:51:05.040><c> this</c><00:51:05.680><c> side</c><00:51:06.000><c> part.</c><00:51:06.640><c> Okay.</c><00:51:07.359><c> By</c> spacing between this side part. Okay. By spacing between this side part. Okay. By doing<00:51:07.839><c> this</c><00:51:09.119><c> we</c><00:51:09.760><c> uh</c><00:51:10.000><c> reached</c><00:51:10.559><c> the</c><00:51:10.880><c> end</c><00:51:11.040><c> of</c><00:51:11.280><c> the</c> doing this we uh reached the end of the doing this we uh reached the end of the first<00:51:12.400><c> uh</c><00:51:12.880><c> part</c><00:51:13.280><c> of</c><00:51:13.520><c> the</c><00:51:13.839><c> presentation.</c><00:51:15.119><c> Uh</c><00:51:15.440><c> we</c> first uh part of the presentation. Uh we first uh part of the presentation. Uh we will<00:51:15.920><c> have</c><00:51:16.079><c> two</c><00:51:16.400><c> other</c><00:51:16.640><c> videos.</c><00:51:17.599><c> Uh</c><00:51:17.920><c> one</c><00:51:18.160><c> video</c> will have two other videos. Uh one video will have two other videos. Uh one video about<00:51:19.119><c> uh</c><00:51:19.440><c> design</c><00:51:19.839><c> example</c><00:51:20.240><c> of</c><00:51:20.480><c> simply</c> about uh design example of simply about uh design example of simply supported<00:51:21.280><c> beam.</c><00:51:22.000><c> Another</c><00:51:22.800><c> uh</c><00:51:23.119><c> video</c><00:51:23.520><c> which</c> supported beam. Another uh video which supported beam. Another uh video which will<00:51:23.920><c> be</c><00:51:24.079><c> part</c><00:51:24.480><c> three.</c><00:51:25.040><c> It</c><00:51:25.280><c> will</c><00:51:25.440><c> be</c><00:51:25.599><c> a</c><00:51:25.839><c> design</c> will be part three. It will be a design will be part three. It will be a design of<00:51:27.440><c> continuous</c><00:51:28.079><c> beam.</c><00:51:28.559><c> This</c><00:51:28.720><c> will</c><00:51:28.880><c> include</c><00:51:29.760><c> uh</c> of continuous beam. This will include uh of continuous beam. This will include uh the<00:51:30.720><c> examples</c><00:51:31.119><c> will</c><00:51:31.359><c> include</c><00:51:31.760><c> checks</c><00:51:32.079><c> for</c> the examples will include checks for the examples will include checks for shear,<00:51:32.640><c> checks</c><00:51:32.960><c> for</c><00:51:33.200><c> cracking</c><00:51:34.000><c> also</c><00:51:34.400><c> shear</c> shear, checks for cracking also shear shear, checks for cracking also shear design.<00:51:35.200><c> So</c><00:51:35.280><c> it</c><00:51:35.520><c> will</c><00:51:35.680><c> be</c><00:51:36.000><c> full</c><00:51:36.559><c> design</c> design. So it will be full design design. So it will be full design examples<00:51:37.599><c> with</c><00:51:37.839><c> all</c><00:51:38.079><c> details</c><00:51:38.400><c> that</c><00:51:38.640><c> you</c><00:51:38.960><c> need.</c> examples with all details that you need. examples with all details that you need. Thank<00:51:40.079><c> you</c><00:51:40.319><c> and</c><00:51:40.720><c> see</c><00:51:40.880><c> you</c><00:51:41.119><c> in</c><00:51:41.359><c> the</c><00:51:41.520><c> coming</c> Thank you and see you in the coming Thank you and see you in the coming video.<00:51:42.559><c> Okay.</c><00:51:42.880><c> Goodbye.</c>
1	IhkngAb7RTA	Course overview	https://www.youtube.com/watch?v=IhkngAb7RTA	Course_overview.en.vtt	hi<00:00:00.719><c> welcome</c><00:00:01.360><c> to</c><00:00:01.599><c> the</c><00:00:01.839><c> course</c><00:00:02.320><c> of</c><00:00:02.720><c> reinforced</c> hi welcome to the course of reinforced hi welcome to the course of reinforced concrete<00:00:04.000><c> design</c> concrete design concrete design one<00:00:06.240><c> this</c><00:00:06.560><c> is</c><00:00:06.799><c> a</c><00:00:07.040><c> typical</c><00:00:07.759><c> civil</c><00:00:08.320><c> engineering</c> one this is a typical civil engineering one this is a typical civil engineering course course course which<00:00:10.000><c> is</c><00:00:10.400><c> offered</c><00:00:10.960><c> in</c><00:00:11.120><c> the</c><00:00:11.440><c> third</c><00:00:11.759><c> year</c><00:00:12.160><c> of</c> which is offered in the third year of which is offered in the third year of the<00:00:12.799><c> program</c> the program the program it<00:00:15.120><c> is</c><00:00:15.440><c> basically</c><00:00:16.160><c> the</c><00:00:16.560><c> part</c><00:00:16.880><c> one</c><00:00:17.359><c> of</c><00:00:17.600><c> the</c> it is basically the part one of the it is basically the part one of the reinforced<00:00:18.560><c> concrete</c><00:00:19.039><c> design</c> reinforced concrete design reinforced concrete design to<00:00:20.080><c> be</c><00:00:20.400><c> studied</c><00:00:20.960><c> within</c><00:00:21.439><c> the</c><00:00:21.760><c> program</c> to be studied within the program to be studied within the program the<00:00:24.400><c> course</c><00:00:24.800><c> is</c><00:00:25.119><c> basically</c><00:00:25.840><c> a</c><00:00:26.000><c> design</c><00:00:26.560><c> course</c> the course is basically a design course the course is basically a design course which<00:00:27.760><c> constitutes</c><00:00:28.480><c> nearly</c><00:00:28.880><c> 100</c><00:00:29.439><c> percent</c><00:00:30.080><c> of</c> which constitutes nearly 100 percent of which constitutes nearly 100 percent of the<00:00:30.480><c> calculations</c> to<00:00:34.320><c> be</c><00:00:34.559><c> able</c><00:00:35.040><c> to</c><00:00:36.320><c> understand</c><00:00:37.280><c> the</c><00:00:37.520><c> course</c> to be able to understand the course to be able to understand the course you<00:00:38.480><c> will</c><00:00:38.719><c> need</c><00:00:38.960><c> the</c><00:00:39.200><c> prerequisite</c><00:00:40.239><c> course</c><00:00:40.879><c> on</c> you will need the prerequisite course on you will need the prerequisite course on the<00:00:41.520><c> structural</c><00:00:42.840><c> analysis</c> the structural analysis the structural analysis this<00:00:44.719><c> video</c><00:00:45.360><c> is</c><00:00:45.600><c> made</c><00:00:46.320><c> to</c><00:00:46.719><c> introduce</c><00:00:47.760><c> the</c> this video is made to introduce the this video is made to introduce the course<00:00:48.960><c> content</c><00:00:49.680><c> and</c><00:00:49.840><c> the</c><00:00:50.000><c> references</c><00:00:51.440><c> to</c><00:00:51.680><c> be</c> course content and the references to be course content and the references to be used used used in<00:00:52.640><c> this</c><00:00:52.960><c> course</c><00:00:54.719><c> there</c><00:00:55.039><c> will</c><00:00:55.199><c> be</c> in this course there will be in this course there will be 9<00:00:56.079><c> chapters</c><00:00:56.640><c> to</c><00:00:56.800><c> be</c><00:00:57.039><c> covered</c> which<00:01:00.559><c> constitute</c><00:01:01.440><c> of</c><00:01:01.840><c> the</c><00:01:02.160><c> property</c><00:01:02.879><c> of</c> which constitute of the property of which constitute of the property of reinforced<00:01:03.760><c> concrete</c> reinforced concrete reinforced concrete limit<00:01:05.199><c> state</c><00:01:05.600><c> design</c><00:01:06.640><c> analysis</c><00:01:07.439><c> of</c><00:01:07.520><c> the</c> limit state design analysis of the limit state design analysis of the structures structures structures analysis<00:01:09.600><c> of</c><00:01:09.680><c> the</c><00:01:09.920><c> sections</c><00:01:11.119><c> share</c><00:01:11.600><c> and</c><00:01:11.840><c> bond</c> analysis of the sections share and bond analysis of the sections share and bond subvisibility<00:01:13.920><c> and</c><00:01:14.080><c> durability</c><00:01:14.880><c> requirement</c> subvisibility and durability requirement subvisibility and durability requirement design<00:01:16.880><c> of</c><00:01:17.119><c> reinforced</c><00:01:17.840><c> concrete</c><00:01:18.320><c> beam</c> design of reinforced concrete beam design of reinforced concrete beam design<00:01:19.840><c> of</c><00:01:20.080><c> reinforced</c><00:01:20.640><c> concrete</c><00:01:21.040><c> slab</c><00:01:21.920><c> and</c> design of reinforced concrete slab and design of reinforced concrete slab and the<00:01:22.479><c> column</c><00:01:22.960><c> design</c> the column design the column design the<00:01:25.439><c> first</c><00:01:25.840><c> half</c><00:01:26.159><c> of</c><00:01:26.320><c> the</c><00:01:26.560><c> courses</c><00:01:27.520><c> covers</c><00:01:28.159><c> the</c> the first half of the courses covers the the first half of the courses covers the fundamentals fundamentals fundamentals of<00:01:29.840><c> the</c><00:01:30.079><c> reinforced</c><00:01:30.640><c> concrete</c><00:01:31.119><c> design</c><00:01:32.479><c> while</c> of the reinforced concrete design while of the reinforced concrete design while the<00:01:33.040><c> later</c><00:01:33.520><c> part</c><00:01:33.840><c> of</c><00:01:34.079><c> the</c> the later part of the the later part of the course<00:01:35.520><c> covers</c><00:01:36.159><c> the</c><00:01:36.720><c> design</c><00:01:37.360><c> and</c><00:01:37.680><c> checking</c> course covers the design and checking course covers the design and checking of<00:01:38.720><c> the</c><00:01:39.040><c> structural</c><00:01:39.759><c> element</c><00:01:40.799><c> under</c><00:01:41.280><c> the</c> of the structural element under the of the structural element under the ultimate<00:01:42.479><c> limit</c><00:01:42.880><c> state</c><00:01:43.360><c> and</c><00:01:43.520><c> the</c> ultimate limit state and the ultimate limit state and the serviceability<00:01:44.720><c> limit</c><00:01:45.119><c> states</c> serviceability limit states serviceability limit states the<00:01:47.119><c> scope</c><00:01:47.520><c> covered</c><00:01:48.079><c> by</c><00:01:48.320><c> this</c><00:01:48.640><c> course</c><00:01:49.200><c> are</c> the scope covered by this course are the scope covered by this course are mainly mainly mainly for<00:01:50.720><c> the</c><00:01:50.960><c> brace</c><00:01:51.280><c> structures</c><00:01:52.479><c> with</c><00:01:52.880><c> short</c> for the brace structures with short for the brace structures with short columns columns columns for<00:01:54.960><c> the</c><00:01:56.159><c> umbrella</c><00:01:56.799><c> structures</c> for the umbrella structures for the umbrella structures and<00:01:58.079><c> slender</c><00:01:58.799><c> columns</c><00:02:00.000><c> as</c><00:02:00.159><c> well</c><00:02:00.560><c> as</c> and slender columns as well as and slender columns as well as the<00:02:01.439><c> other</c><00:02:01.840><c> structural</c><00:02:02.479><c> element</c><00:02:03.600><c> such</c><00:02:03.920><c> as</c><00:02:04.240><c> the</c> the other structural element such as the the other structural element such as the foundations<00:02:05.439><c> and</c><00:02:05.680><c> footings</c> foundations and footings foundations and footings it<00:02:07.360><c> will</c><00:02:07.600><c> be</c><00:02:08.000><c> covered</c><00:02:08.560><c> in</c><00:02:09.360><c> the</c><00:02:09.759><c> following</c> it will be covered in the following it will be covered in the following course<00:02:11.039><c> which</c><00:02:11.360><c> is</c><00:02:12.000><c> reinforced</c><00:02:12.640><c> concrete</c> course which is reinforced concrete course which is reinforced concrete design design design too<00:02:15.120><c> for</c><00:02:15.360><c> your</c><00:02:15.680><c> information</c> too for your information too for your information the<00:02:17.200><c> berries</c><00:02:17.680><c> structures</c><00:02:18.959><c> only</c><00:02:19.520><c> covers</c><00:02:20.160><c> the</c> the berries structures only covers the the berries structures only covers the vertical<00:02:21.360><c> looks</c><00:02:21.760><c> acting</c><00:02:22.319><c> on</c><00:02:22.640><c> the</c><00:02:22.959><c> structures</c> vertical looks acting on the structures vertical looks acting on the structures it<00:02:25.120><c> assumes</c><00:02:25.760><c> that</c><00:02:26.160><c> the</c><00:02:26.400><c> horizontal</c><00:02:27.280><c> forces</c> it assumes that the horizontal forces it assumes that the horizontal forces is<00:02:28.480><c> taken</c><00:02:29.120><c> by</c><00:02:29.680><c> the</c><00:02:30.640><c> share</c><00:02:30.959><c> walls</c> is taken by the share walls is taken by the share walls bracings<00:02:33.040><c> or</c><00:02:33.599><c> even</c><00:02:34.840><c> staircases</c><00:02:35.920><c> next</c> bracings or even staircases next bracings or even staircases next i<00:02:36.400><c> would</c><00:02:36.640><c> like</c><00:02:36.879><c> to</c><00:02:37.200><c> introduce</c><00:02:38.000><c> you</c><00:02:38.400><c> with</c> i would like to introduce you with i would like to introduce you with several<00:02:39.519><c> main</c><00:02:39.840><c> references</c><00:02:40.640><c> for</c><00:02:40.879><c> these</c> several main references for these several main references for these courses<00:02:42.560><c> these</c><00:02:42.959><c> include</c><00:02:43.519><c> the</c> courses these include the courses these include the references<00:02:45.200><c> written</c><00:02:45.760><c> by</c><00:02:46.239><c> mostly</c> references written by mostly references written by mostly produced<00:02:48.160><c> by</c><00:02:48.959><c> the</c><00:02:49.200><c> concrete</c><00:02:49.760><c> center</c> produced by the concrete center produced by the concrete center and<00:02:51.200><c> also</c><00:02:51.680><c> some</c><00:02:52.080><c> other</c><00:02:52.480><c> references</c> and also some other references and also some other references these<00:02:55.120><c> references</c><00:02:56.160><c> give</c><00:02:56.560><c> you</c><00:02:57.040><c> good</c> these references give you good these references give you good explanations explanations explanations in<00:02:58.800><c> terms</c><00:02:59.360><c> of</c><00:02:59.599><c> the</c><00:03:00.159><c> theories</c><00:03:00.800><c> and</c><00:03:00.959><c> principles</c> in terms of the theories and principles in terms of the theories and principles of<00:03:02.239><c> the</c><00:03:02.400><c> reinforced</c><00:03:03.040><c> concrete</c><00:03:03.440><c> structures</c> of the reinforced concrete structures of the reinforced concrete structures this<00:03:05.840><c> gives</c><00:03:06.159><c> you</c><00:03:06.480><c> a</c><00:03:06.800><c> very</c><00:03:07.200><c> concise</c> this gives you a very concise this gives you a very concise equations<00:03:09.760><c> and</c><00:03:09.920><c> diagram</c><00:03:10.640><c> in</c><00:03:10.959><c> explaining</c> equations and diagram in explaining equations and diagram in explaining those<00:03:12.480><c> principles</c><00:03:14.720><c> there</c><00:03:15.040><c> are</c> those principles there are those principles there are a<00:03:15.519><c> lot</c><00:03:15.760><c> of</c><00:03:16.080><c> examples</c><00:03:16.879><c> given</c><00:03:17.280><c> in</c><00:03:17.519><c> these</c> a lot of examples given in these a lot of examples given in these references references references and<00:03:20.239><c> you</c><00:03:20.400><c> would</c><00:03:20.640><c> refer</c><00:03:21.120><c> to</c><00:03:21.599><c> two</c><00:03:21.920><c> standard</c> and you would refer to two standard and you would refer to two standard quite<00:03:22.720><c> extensively</c> quite extensively quite extensively the<00:03:24.959><c> first</c><00:03:25.280><c> one</c><00:03:25.599><c> is</c><00:03:25.920><c> euro</c><00:03:26.319><c> code</c> the first one is euro code the first one is euro code euro<00:03:28.239><c> code</c><00:03:28.640><c> is</c><00:03:28.879><c> many</c><00:03:29.440><c> used</c><00:03:29.920><c> for</c><00:03:30.159><c> the</c><00:03:30.840><c> design</c> euro code is many used for the design euro code is many used for the design and<00:03:33.360><c> the</c><00:03:33.599><c> second</c><00:03:34.000><c> one</c><00:03:34.400><c> is</c><00:03:34.799><c> bs</c> and the second one is bs and the second one is bs the<00:03:36.640><c> bs</c><00:03:37.840><c> is</c><00:03:38.080><c> the</c><00:03:38.319><c> analysis</c><00:03:39.120><c> part</c><00:03:39.519><c> that</c><00:03:39.760><c> we</c><00:03:39.920><c> can</c> the bs is the analysis part that we can the bs is the analysis part that we can adopt adopt adopt for<00:03:41.440><c> us</c><00:03:41.840><c> to</c><00:03:42.239><c> determine</c><00:03:42.879><c> the</c><00:03:43.120><c> load</c><00:03:43.360><c> editing</c><00:03:43.920><c> on</c> for us to determine the load editing on for us to determine the load editing on the<00:03:44.400><c> reinforced</c><00:03:45.040><c> concrete</c><00:03:45.440><c> structures</c> the reinforced concrete structures the reinforced concrete structures it<00:03:47.760><c> is</c><00:03:48.080><c> noted</c><00:03:48.560><c> that</c><00:03:48.879><c> the</c><00:03:49.040><c> british</c><00:03:49.519><c> standard</c> it is noted that the british standard it is noted that the british standard 8110 8110 8110 has<00:03:51.760><c> already</c><00:03:52.400><c> been</c><00:03:52.720><c> superseded</c><00:03:53.680><c> by</c><00:03:54.080><c> euro</c><00:03:54.480><c> code</c> has already been superseded by euro code has already been superseded by euro code however<00:03:58.159><c> there</c><00:03:58.480><c> are</c><00:03:58.959><c> analysis</c><00:03:59.680><c> part</c> however there are analysis part however there are analysis part which<00:04:00.799><c> the</c><00:04:01.040><c> euro</c><00:04:01.439><c> code</c><00:04:01.920><c> silence</c> which the euro code silence which the euro code silence it<00:04:04.159><c> did</c><00:04:04.400><c> not</c><00:04:04.720><c> provide</c><00:04:05.360><c> any</c><00:04:06.400><c> guidance</c> it did not provide any guidance it did not provide any guidance for<00:04:08.000><c> us</c><00:04:08.319><c> to</c><00:04:08.720><c> analyze</c><00:04:09.360><c> the</c><00:04:09.599><c> load</c> for us to analyze the load for us to analyze the load we<00:04:11.200><c> may</c><00:04:11.760><c> adopt</c><00:04:12.319><c> the</c><00:04:13.200><c> bs</c> we may adopt the bs we may adopt the bs for<00:04:14.239><c> us</c><00:04:14.560><c> to</c><00:04:14.959><c> analyze</c><00:04:15.599><c> the</c><00:04:15.840><c> loot</c> for us to analyze the loot for us to analyze the loot in<00:04:17.840><c> case</c><00:04:18.239><c> there</c><00:04:18.560><c> are</c><00:04:18.799><c> conflicting</c> in case there are conflicting in case there are conflicting information<00:04:20.560><c> between</c><00:04:21.120><c> the</c><00:04:21.359><c> euro</c><00:04:21.759><c> code</c> information between the euro code information between the euro code and<00:04:22.400><c> bs</c><00:04:23.600><c> eurocode</c><00:04:24.320><c> will</c><00:04:24.479><c> be</c><00:04:24.720><c> the</c><00:04:24.960><c> ultimate</c> and bs eurocode will be the ultimate and bs eurocode will be the ultimate references references references you<00:04:27.600><c> may</c><00:04:27.840><c> also</c><00:04:28.320><c> refer</c><00:04:28.880><c> to</c><00:04:29.280><c> this</c><00:04:29.600><c> reference</c> you may also refer to this reference you may also refer to this reference for<00:04:31.199><c> you</c><00:04:31.520><c> to</c><00:04:31.759><c> know</c><00:04:32.160><c> when</c><00:04:32.479><c> to</c><00:04:32.800><c> use</c><00:04:33.600><c> euro</c><00:04:34.000><c> code</c> for you to know when to use euro code for you to know when to use euro code and<00:04:34.639><c> when</c><00:04:34.960><c> to</c><00:04:35.280><c> use</c><00:04:35.840><c> bs</c> and when to use bs and when to use bs with<00:04:38.479><c> that</c><00:04:39.520><c> all</c><00:04:39.759><c> the</c><00:04:40.000><c> best</c><00:04:40.639><c> and</c><00:04:41.040><c> good</c><00:04:41.280><c> luck</c><00:04:41.680><c> for</c> with that all the best and good luck for with that all the best and good luck for your<00:04:42.720><c> learning</c><00:04:43.639><c> process</c>
2	cCVOaA46Ogc	1.1 Properties of Reinforced Concrete	https://www.youtube.com/watch?v=cCVOaA46Ogc	1.1_Properties_of_Reinforced_Concrete.en.vtt	chapter<00:00:00.450><c> one</c><00:00:01.010><c> properties</c><00:00:02.010><c> of</c><00:00:02.460><c> reinforced</c> chapter one properties of reinforced chapter one properties of reinforced concrete<00:00:04.370><c> reinforced</c><00:00:05.370><c> concrete</c><00:00:05.759><c> is</c><00:00:06.240><c> a</c> concrete reinforced concrete is a concrete reinforced concrete is a composite<00:00:07.410><c> which</c><00:00:07.620><c> is</c><00:00:08.130><c> made</c><00:00:08.820><c> of</c><00:00:09.059><c> concrete</c><00:00:09.510><c> and</c> composite which is made of concrete and composite which is made of concrete and steel<00:00:10.380><c> the</c><00:00:10.769><c> steel</c><00:00:11.759><c> bars</c><00:00:12.150><c> are</c><00:00:12.570><c> a</c><00:00:12.870><c> better</c><00:00:13.139><c> in</c> steel the steel bars are a better in steel the steel bars are a better in concrete<00:00:13.980><c> in</c><00:00:14.759><c> order</c><00:00:14.940><c> to</c><00:00:15.240><c> strengthen</c><00:00:15.870><c> the</c> concrete in order to strengthen the concrete in order to strengthen the concrete<00:00:16.859><c> in</c><00:00:17.520><c> tension</c><00:00:18.500><c> the</c><00:00:19.500><c> concrete</c><00:00:20.010><c> is</c><00:00:20.520><c> high</c> concrete in tension the concrete is high concrete in tension the concrete is high in<00:00:21.420><c> compressive</c><00:00:22.289><c> strength</c><00:00:22.619><c> while</c><00:00:23.490><c> the</c><00:00:23.820><c> steel</c> in compressive strength while the steel in compressive strength while the steel is<00:00:24.480><c> high</c><00:00:24.869><c> in</c><00:00:25.199><c> tension</c><00:00:26.480><c> combining</c><00:00:27.480><c> these</c><00:00:27.689><c> two</c> is high in tension combining these two is high in tension combining these two material<00:00:28.710><c> deforms</c><00:00:29.609><c> a</c><00:00:30.060><c> reinforced</c><00:00:30.779><c> concrete</c> material deforms a reinforced concrete material deforms a reinforced concrete the<00:00:33.050><c> reinforced</c><00:00:34.050><c> concrete</c><00:00:34.340><c> combines</c><00:00:35.340><c> the</c> the reinforced concrete combines the the reinforced concrete combines the best<00:00:36.149><c> features</c><00:00:36.360><c> of</c><00:00:36.870><c> the</c><00:00:37.649><c> concrete</c><00:00:38.219><c> and</c><00:00:38.489><c> steel</c> best features of the concrete and steel best features of the concrete and steel and<00:00:39.480><c> these</c><00:00:40.170><c> materials</c><00:00:40.559><c> are</c><00:00:41.570><c> complementary</c> and these materials are complementary and these materials are complementary the<00:00:44.100><c> properties</c><00:00:44.760><c> of</c><00:00:44.789><c> the</c><00:00:45.270><c> concrete</c><00:00:45.450><c> and</c> the properties of the concrete and the properties of the concrete and Steel's<00:00:46.440><c> are</c><00:00:46.710><c> outlined</c><00:00:47.399><c> here</c><00:00:48.980><c> concrete</c><00:00:49.980><c> is</c> Steel's are outlined here concrete is Steel's are outlined here concrete is basically<00:00:50.969><c> strong</c><00:00:51.539><c> in</c><00:00:51.840><c> compressions</c><00:00:52.910><c> possess</c> basically strong in compressions possess basically strong in compressions possess high<00:00:54.270><c> durability</c><00:00:54.750><c> and</c><00:00:55.739><c> fire</c><00:00:56.309><c> resistance</c> high durability and fire resistance high durability and fire resistance it<00:00:58.800><c> has</c><00:00:59.100><c> a</c><00:00:59.129><c> fast</c><00:00:59.550><c> ring</c><00:01:00.000><c> of</c><00:01:00.270><c> the</c><00:01:00.480><c> shear</c> it has a fast ring of the shear it has a fast ring of the shear resistance<00:01:01.879><c> and</c><00:01:02.879><c> it</c><00:01:03.359><c> is</c><00:01:03.600><c> poor</c><00:01:03.989><c> in</c><00:01:04.320><c> tension</c><00:01:05.240><c> as</c> resistance and it is poor in tension as resistance and it is poor in tension as for<00:01:06.659><c> the</c><00:01:06.780><c> steel</c> for the steel for the steel Steel's<00:01:08.400><c> our</c><00:01:08.850><c> good</c><00:01:09.500><c> intentions</c><00:01:10.610><c> but</c><00:01:11.610><c> we</c><00:01:12.150><c> in</c> Steel's our good intentions but we in Steel's our good intentions but we in terribly<00:01:13.290><c> tea</c><00:01:13.619><c> and</c><00:01:13.979><c> fire</c><00:01:14.729><c> resistance</c><00:01:15.619><c> if</c><00:01:16.619><c> it</c> terribly tea and fire resistance if it terribly tea and fire resistance if it is<00:01:17.490><c> not</c><00:01:17.759><c> protected</c><00:01:18.560><c> Steel's</c><00:01:19.560><c> tends</c><00:01:20.009><c> to</c><00:01:20.310><c> be</c> is not protected Steel's tends to be is not protected Steel's tends to be corrupted<00:01:22.250><c> although</c><00:01:23.250><c> still</c><00:01:23.640><c> is</c><00:01:23.970><c> good</c><00:01:24.210><c> in</c> corrupted although still is good in corrupted although still is good in compressions<00:01:26.030><c> this</c><00:01:27.030><c> slenderness</c><00:01:27.780><c> caused</c><00:01:28.500><c> it</c> compressions this slenderness caused it compressions this slenderness caused it to<00:01:29.220><c> be</c><00:01:29.520><c> sensitive</c><00:01:30.420><c> to</c><00:01:30.810><c> buckling</c> to be sensitive to buckling to be sensitive to buckling well<00:01:33.030><c> buckling</c><00:01:33.630><c> happen</c><00:01:34.079><c> the</c><00:01:34.979><c> compressive</c> well buckling happen the compressive well buckling happen the compressive strength<00:01:36.060><c> of</c><00:01:36.270><c> the</c><00:01:36.390><c> steel</c><00:01:36.960><c> will</c><00:01:37.560><c> be</c><00:01:37.799><c> affected</c> strength of the steel will be affected strength of the steel will be affected combining<00:01:40.890><c> these</c><00:01:41.159><c> two</c><00:01:41.610><c> together</c><00:01:43.909><c> the</c> combining these two together the combining these two together the advantages<00:01:45.659><c> of</c><00:01:46.140><c> the</c><00:01:46.530><c> materials</c><00:01:47.280><c> can</c><00:01:47.610><c> be</c><00:01:47.909><c> fully</c> advantages of the materials can be fully advantages of the materials can be fully utilize<00:01:49.110><c> while</c><00:01:49.950><c> the</c><00:01:50.570><c> disadvantages</c><00:01:51.570><c> of</c><00:01:52.049><c> those</c> utilize while the disadvantages of those utilize while the disadvantages of those materials<00:01:53.040><c> can</c><00:01:53.790><c> be</c><00:01:54.600><c> covered</c><00:01:55.200><c> by</c> materials can be covered by materials can be covered by the<00:01:56.560><c> material</c><00:01:58.680><c> this</c><00:01:59.680><c> matter</c><00:02:00.240><c> reinforced</c> the material this matter reinforced the material this matter reinforced concrete<00:02:01.720><c> element</c><00:02:02.290><c> to</c><00:02:02.920><c> be</c><00:02:03.160><c> an</c><00:02:03.520><c> ideal</c> concrete element to be an ideal concrete element to be an ideal composite<00:02:06.270><c> this</c><00:02:07.270><c> diagram</c><00:02:08.020><c> shows</c><00:02:08.050><c> a</c><00:02:08.980><c> typical</c> composite this diagram shows a typical composite this diagram shows a typical reinforced<00:02:10.600><c> concrete</c><00:02:11.050><c> element</c><00:02:12.330><c> steels</c><00:02:13.330><c> are</c> reinforced concrete element steels are reinforced concrete element steels are embedded<00:02:14.500><c> in</c><00:02:14.800><c> the</c><00:02:15.540><c> reinforced</c><00:02:16.540><c> concrete</c> embedded in the reinforced concrete embedded in the reinforced concrete member<00:02:17.550><c> it</c><00:02:18.550><c> can</c><00:02:18.850><c> be</c><00:02:19.090><c> in</c><00:02:19.360><c> the</c><00:02:19.600><c> form</c><00:02:19.930><c> of</c> member it can be in the form of member it can be in the form of longitudinal<00:02:21.280><c> bar</c><00:02:21.580><c> or</c><00:02:22.470><c> the</c><00:02:23.470><c> shelling</c><00:02:24.810><c> the</c> longitudinal bar or the shelling the longitudinal bar or the shelling the cross-sections<00:02:26.710><c> is</c><00:02:27.130><c> shown</c><00:02:27.700><c> here</c><00:02:29.370><c> the</c> cross-sections is shown here the cross-sections is shown here the reinforcement<00:02:31.300><c> in</c><00:02:31.600><c> the</c><00:02:31.960><c> member</c><00:02:32.970><c> controls</c><00:02:33.970><c> the</c> reinforcement in the member controls the reinforcement in the member controls the development<00:02:35.500><c> of</c><00:02:35.710><c> the</c><00:02:35.980><c> crack</c><00:02:36.310><c> within</c><00:02:36.820><c> the</c> development of the crack within the development of the crack within the concrete<00:02:37.710><c> we</c><00:02:38.710><c> strengthen</c><00:02:39.400><c> the</c><00:02:39.670><c> concrete</c><00:02:39.880><c> by</c> concrete we strengthen the concrete by concrete we strengthen the concrete by taking<00:02:41.260><c> the</c><00:02:41.560><c> stresses</c><00:02:42.370><c> in</c><00:02:42.690><c> tensions</c><00:02:43.690><c> to</c><00:02:44.500><c> be</c> taking the stresses in tensions to be taking the stresses in tensions to be distributed<00:02:45.960><c> throughout</c><00:02:46.960><c> the</c><00:02:47.140><c> beam</c>
3	guKF--Swa_8	1.2 Reinforced concrete structure	https://www.youtube.com/watch?v=guKF--Swa_8	1.2_Reinforced_concrete_structure.en.vtt	reinforced<00:00:01.360><c> concrete</c><00:00:02.159><c> is</c><00:00:02.480><c> used</c><00:00:03.040><c> to</c> reinforced concrete is used to reinforced concrete is used to produce<00:00:04.319><c> structural</c><00:00:05.120><c> elements</c><00:00:05.920><c> of</c><00:00:06.240><c> a</c> produce structural elements of a produce structural elements of a building<00:00:07.919><c> these</c><00:00:08.320><c> include</c><00:00:09.040><c> the</c><00:00:09.280><c> beam</c> building these include the beam building these include the beam the<00:00:10.480><c> slab</c><00:00:11.519><c> the</c><00:00:11.759><c> column</c><00:00:12.880><c> the</c><00:00:13.120><c> wall</c> the slab the column the wall the slab the column the wall the<00:00:14.160><c> stairs</c><00:00:15.360><c> and</c><00:00:15.679><c> the</c><00:00:16.080><c> foundations</c> the stairs and the foundations the stairs and the foundations this<00:00:18.880><c> figure</c><00:00:19.680><c> shows</c><00:00:20.400><c> a</c><00:00:20.800><c> typical</c><00:00:21.520><c> structural</c> this figure shows a typical structural this figure shows a typical structural elements elements elements of<00:00:23.519><c> a</c><00:00:23.840><c> reinforced</c><00:00:24.640><c> concrete</c><00:00:25.039><c> structures</c> of a reinforced concrete structures of a reinforced concrete structures such<00:00:27.119><c> as</c><00:00:28.080><c> the</c><00:00:28.840><c> beam</c> such as the beam such as the beam the<00:00:31.119><c> slab</c> the<00:00:35.040><c> columns</c> the<00:00:42.840><c> wall</c> the wall the wall and<00:00:46.079><c> foundations</c> each<00:00:49.760><c> of</c><00:00:50.000><c> these</c><00:00:50.800><c> structural</c><00:00:51.520><c> elements</c> each of these structural elements each of these structural elements have<00:00:52.960><c> different</c><00:00:53.640><c> characteristics</c><00:00:54.800><c> and</c> have different characteristics and have different characteristics and functions functions functions they<00:00:57.840><c> are</c><00:00:58.239><c> used</c><00:00:58.800><c> to</c><00:00:59.280><c> sustain</c><00:01:00.000><c> the</c><00:01:00.320><c> load</c><00:01:00.719><c> of</c><00:01:00.960><c> a</c> they are used to sustain the load of a they are used to sustain the load of a building building building in<00:01:02.320><c> different</c><00:01:02.879><c> manner</c><00:01:04.559><c> for</c><00:01:04.879><c> that</c> in different manner for that in different manner for that stresses<00:01:06.720><c> develop</c><00:01:07.439><c> in</c><00:01:07.760><c> this</c><00:01:08.159><c> member</c> stresses develop in this member stresses develop in this member differently<00:01:10.560><c> and</c><00:01:11.040><c> the</c><00:01:11.280><c> reinforcement</c> differently and the reinforcement differently and the reinforcement arrangement arrangement arrangement in<00:01:13.520><c> these</c><00:01:14.159><c> members</c><00:01:15.439><c> will</c><00:01:15.759><c> depends</c><00:01:16.640><c> on</c><00:01:17.040><c> the</c> in these members will depends on the in these members will depends on the stress<00:01:18.000><c> developed</c><00:01:18.799><c> in</c><00:01:19.040><c> the</c><00:01:19.280><c> member</c> stress developed in the member stress developed in the member normally<00:01:21.479><c> reinforcement</c><00:01:22.640><c> is</c><00:01:22.960><c> provided</c> normally reinforcement is provided normally reinforcement is provided at<00:01:24.240><c> the</c><00:01:24.640><c> tension</c><00:01:25.280><c> regions</c><00:01:26.080><c> of</c><00:01:26.159><c> the</c><00:01:26.400><c> member</c> at the tension regions of the member at the tension regions of the member in<00:01:28.000><c> order</c><00:01:28.560><c> to</c><00:01:28.799><c> take</c><00:01:29.119><c> the</c><00:01:29.600><c> tensile</c><00:01:30.240><c> stress</c> in order to take the tensile stress in order to take the tensile stress acting<00:01:31.600><c> in</c><00:01:31.920><c> the</c><00:01:32.400><c> member</c> acting in the member acting in the member to<00:01:34.880><c> ensure</c><00:01:35.439><c> the</c><00:01:35.680><c> structures</c><00:01:36.479><c> is</c><00:01:36.799><c> safe</c><00:01:37.600><c> and</c> to ensure the structures is safe and to ensure the structures is safe and suitable<00:01:38.640><c> for</c> suitable for suitable for occupancy<00:01:40.320><c> with</c><00:01:40.640><c> minimum</c><00:01:41.360><c> courses</c> occupancy with minimum courses occupancy with minimum courses a<00:01:43.200><c> reinforced</c><00:01:44.000><c> concrete</c><00:01:44.399><c> structures</c><00:01:45.520><c> needs</c> a reinforced concrete structures needs a reinforced concrete structures needs to<00:01:46.000><c> be</c> to be to be properly<00:01:47.600><c> designed</c><00:01:48.399><c> and</c><00:01:48.720><c> constructed</c> properly designed and constructed properly designed and constructed this<00:01:51.200><c> basically</c><00:01:52.240><c> involves</c><00:01:53.119><c> four</c><00:01:53.520><c> main</c><00:01:53.920><c> stages</c> this basically involves four main stages this basically involves four main stages from<00:01:55.840><c> the</c><00:01:56.560><c> planning</c><00:01:57.600><c> structural</c><00:01:58.240><c> analysis</c> from the planning structural analysis from the planning structural analysis member<00:02:00.159><c> design</c><00:02:01.119><c> to</c><00:02:01.600><c> the</c><00:02:02.079><c> constructions</c> member design to the constructions member design to the constructions at<00:02:05.119><c> the</c><00:02:05.439><c> planning</c><00:02:05.840><c> stage</c><00:02:06.719><c> we</c><00:02:06.880><c> need</c><00:02:07.119><c> to</c> at the planning stage we need to at the planning stage we need to consider consider consider about<00:02:08.879><c> the</c><00:02:09.280><c> client</c><00:02:09.840><c> requirement</c><00:02:10.959><c> the</c> about the client requirement the about the client requirement the functionality functionality functionality the<00:02:13.360><c> environment</c><00:02:14.160><c> factor</c><00:02:15.360><c> the</c><00:02:15.760><c> economic</c> the environment factor the economic the environment factor the economic factor factor factor the<00:02:17.840><c> lab</c><00:02:18.160><c> test</c><00:02:18.560><c> result</c><00:02:19.599><c> site</c><00:02:20.000><c> survey</c> the lab test result site survey the lab test result site survey and<00:02:21.400><c> investigations</c><00:02:22.560><c> data</c><00:02:23.520><c> and</c> and investigations data and and investigations data and also<00:02:24.400><c> structural</c><00:02:25.239><c> configurations</c> also structural configurations also structural configurations taking<00:02:28.319><c> this</c><00:02:28.720><c> into</c><00:02:29.400><c> considerations</c><00:02:30.480><c> will</c> taking this into considerations will taking this into considerations will help<00:02:31.120><c> us</c><00:02:31.440><c> to</c> help us to help us to fulfill<00:02:33.040><c> the</c><00:02:33.280><c> needs</c><00:02:33.760><c> of</c><00:02:33.920><c> the</c><00:02:34.319><c> clients</c><00:02:35.440><c> and</c> fulfill the needs of the clients and fulfill the needs of the clients and also also also the<00:02:36.599><c> functionality</c><00:02:37.760><c> of</c><00:02:37.920><c> the</c><00:02:38.080><c> structures</c> the functionality of the structures the functionality of the structures and<00:02:39.680><c> also</c><00:02:40.239><c> for</c><00:02:40.560><c> economical</c><00:02:41.599><c> concerns</c> and also for economical concerns and also for economical concerns it<00:02:43.519><c> is</c><00:02:43.840><c> also</c><00:02:44.319><c> essential</c><00:02:45.280><c> to</c><00:02:45.840><c> ensure</c> it is also essential to ensure it is also essential to ensure the<00:02:47.239><c> viability</c><00:02:48.560><c> of</c><00:02:48.879><c> the</c><00:02:49.440><c> project</c> the viability of the project the viability of the project next<00:02:51.840><c> at</c><00:02:52.080><c> the</c><00:02:52.319><c> structural</c><00:02:53.040><c> analysis</c><00:02:53.920><c> stage</c> next at the structural analysis stage next at the structural analysis stage we<00:02:55.200><c> need</c><00:02:55.440><c> to</c><00:02:55.920><c> aware</c><00:02:56.480><c> of</c><00:02:56.640><c> the</c><00:02:56.800><c> design</c> we need to aware of the design we need to aware of the design constraint constraint constraint determine<00:02:59.519><c> the</c><00:02:59.920><c> actions</c><00:03:00.560><c> acting</c><00:03:01.120><c> on</c><00:03:01.519><c> the</c> determine the actions acting on the determine the actions acting on the structures<00:03:03.920><c> analyze</c><00:03:04.879><c> the</c><00:03:05.200><c> static</c> structures analyze the static structures analyze the static equilibrium equilibrium equilibrium in<00:03:07.120><c> terms</c><00:03:07.440><c> of</c><00:03:07.599><c> the</c><00:03:07.840><c> forces</c><00:03:08.640><c> and</c><00:03:08.800><c> reactions</c> in terms of the forces and reactions in terms of the forces and reactions determine<00:03:11.360><c> the</c><00:03:11.760><c> internal</c><00:03:12.319><c> forces</c><00:03:13.200><c> such</c><00:03:13.519><c> as</c> determine the internal forces such as determine the internal forces such as moment<00:03:14.480><c> share</c><00:03:14.959><c> and</c><00:03:15.280><c> asia</c><00:03:15.760><c> forces</c> moment share and asia forces moment share and asia forces to<00:03:17.680><c> be</c><00:03:18.000><c> aware</c><00:03:18.560><c> of</c><00:03:18.800><c> the</c><00:03:18.959><c> material</c><00:03:19.519><c> properties</c> to be aware of the material properties to be aware of the material properties in<00:03:21.519><c> terms</c><00:03:22.000><c> of</c><00:03:22.159><c> the</c><00:03:22.319><c> stress</c><00:03:22.720><c> strain</c> in terms of the stress strain in terms of the stress strain relationship<00:03:24.080><c> and</c><00:03:24.319><c> modulus</c><00:03:24.959><c> of</c><00:03:25.239><c> elasticity</c> relationship and modulus of elasticity relationship and modulus of elasticity also<00:03:27.519><c> we</c><00:03:27.680><c> need</c><00:03:27.920><c> to</c><00:03:28.239><c> calculate</c><00:03:28.959><c> the</c><00:03:29.280><c> suction</c> also we need to calculate the suction also we need to calculate the suction property property property such<00:03:31.200><c> as</c><00:03:31.440><c> the</c><00:03:31.599><c> dimension</c><00:03:32.480><c> cross-sectional</c> such as the dimension cross-sectional such as the dimension cross-sectional area area area second<00:03:34.560><c> moment</c><00:03:35.040><c> of</c><00:03:35.200><c> inertia</c><00:03:36.080><c> and</c><00:03:36.400><c> etc</c> second moment of inertia and etc second moment of inertia and etc at<00:03:38.799><c> this</c><00:03:39.040><c> stage</c><00:03:40.159><c> we</c><00:03:40.560><c> need</c><00:03:40.879><c> to</c> at this stage we need to at this stage we need to calculate<00:03:42.879><c> the</c><00:03:43.519><c> forces</c><00:03:44.159><c> acting</c><00:03:44.640><c> on</c><00:03:44.799><c> the</c> calculate the forces acting on the calculate the forces acting on the member member member and<00:03:46.400><c> also</c><00:03:46.959><c> be</c><00:03:47.360><c> aware</c><00:03:48.000><c> of</c><00:03:48.400><c> the</c><00:03:49.000><c> capability</c> and also be aware of the capability and also be aware of the capability or<00:03:50.400><c> properties</c><00:03:51.280><c> of</c><00:03:51.440><c> the</c><00:03:51.680><c> material</c><00:03:52.480><c> in</c> or properties of the material in or properties of the material in resisting<00:03:53.599><c> the</c> resisting the resisting the forces<00:03:56.000><c> next</c><00:03:56.400><c> we</c><00:03:56.640><c> enter</c> forces next we enter forces next we enter the<00:03:57.680><c> member</c><00:03:58.239><c> design</c><00:03:58.840><c> stage</c> the member design stage the member design stage normally<00:04:01.120><c> we</c><00:04:01.439><c> refers</c><00:04:02.000><c> to</c><00:04:02.400><c> the</c><00:04:02.720><c> cooperatives</c> normally we refers to the cooperatives normally we refers to the cooperatives such<00:04:04.480><c> as</c><00:04:04.799><c> euro</c><00:04:05.200><c> code</c><00:04:05.680><c> or</c><00:04:06.159><c> bs</c> such as euro code or bs such as euro code or bs we<00:04:08.400><c> determine</c><00:04:09.200><c> or</c><00:04:09.519><c> estimate</c><00:04:10.159><c> the</c><00:04:10.319><c> size</c><00:04:10.799><c> of</c><00:04:10.879><c> the</c> we determine or estimate the size of the we determine or estimate the size of the member member member calculate<00:04:13.200><c> and</c><00:04:13.519><c> design</c><00:04:14.159><c> for</c><00:04:14.319><c> the</c> calculate and design for the calculate and design for the reinforcement<00:04:15.519><c> in</c><00:04:15.760><c> the</c><00:04:15.920><c> member</c> reinforcement in the member reinforcement in the member and<00:04:17.759><c> produce</c><00:04:18.320><c> the</c><00:04:18.560><c> plan</c><00:04:19.040><c> and</c><00:04:19.280><c> indicates</c><00:04:20.000><c> the</c> and produce the plan and indicates the and produce the plan and indicates the detailing detailing detailing of<00:04:21.359><c> the</c><00:04:21.680><c> structural</c><00:04:22.320><c> element</c> of the structural element of the structural element then<00:04:24.960><c> for</c><00:04:25.199><c> the</c><00:04:25.360><c> construction</c><00:04:26.240><c> stage</c><00:04:27.280><c> we</c><00:04:27.520><c> need</c> then for the construction stage we need then for the construction stage we need to to to do<00:04:28.479><c> some</c><00:04:28.800><c> planning</c><00:04:29.440><c> and</c><00:04:29.600><c> scheduling</c><00:04:30.320><c> of</c><00:04:30.560><c> a</c> do some planning and scheduling of a do some planning and scheduling of a construction<00:04:31.360><c> project</c> construction project construction project commence<00:04:34.240><c> the</c><00:04:34.400><c> constructions</c><00:04:35.919><c> do</c> commence the constructions do commence the constructions do inspections inspections inspections and<00:04:37.840><c> supervisions</c><00:04:39.759><c> monitor</c> and supervisions monitor and supervisions monitor and<00:04:40.960><c> control</c><00:04:41.680><c> the</c><00:04:42.000><c> project</c> this<00:04:45.199><c> is</c><00:04:45.440><c> the</c><00:04:45.680><c> stage</c><00:04:46.160><c> where</c><00:04:46.479><c> we</c><00:04:46.800><c> realize</c><00:04:47.520><c> the</c> this is the stage where we realize the this is the stage where we realize the actual actual actual reinforced<00:04:49.040><c> concrete</c><00:04:49.520><c> structures</c> reinforced concrete structures reinforced concrete structures as<00:04:51.759><c> for</c><00:04:52.000><c> the</c><00:04:52.320><c> course</c><00:04:52.720><c> of</c><00:04:53.120><c> reinforced</c><00:04:53.919><c> concrete</c> as for the course of reinforced concrete as for the course of reinforced concrete design<00:04:55.199><c> one</c><00:04:56.000><c> basically</c><00:04:56.800><c> we</c><00:04:57.040><c> are</c><00:04:57.360><c> covering</c><00:04:58.160><c> the</c> design one basically we are covering the design one basically we are covering the first<00:04:58.960><c> three</c><00:04:59.280><c> stages</c> first three stages first three stages we<00:05:02.240><c> need</c><00:05:02.479><c> to</c><00:05:02.800><c> know</c><00:05:03.280><c> the</c><00:05:03.600><c> applications</c><00:05:04.639><c> and</c> we need to know the applications and we need to know the applications and conditions<00:05:05.520><c> of</c><00:05:05.600><c> the</c><00:05:05.759><c> structures</c> conditions of the structures conditions of the structures analyze<00:05:08.000><c> the</c><00:05:08.320><c> load</c><00:05:08.880><c> and</c><00:05:09.440><c> determine</c> analyze the load and determine analyze the load and determine the<00:05:10.880><c> internal</c><00:05:11.440><c> forces</c><00:05:12.000><c> acting</c><00:05:12.479><c> on</c><00:05:12.639><c> the</c><00:05:12.800><c> member</c> the internal forces acting on the member the internal forces acting on the member and<00:05:14.320><c> design</c><00:05:15.039><c> for</c><00:05:15.280><c> the</c><00:05:15.680><c> structural</c><00:05:16.400><c> element</c> and design for the structural element and design for the structural element and<00:05:17.520><c> indicates</c><00:05:18.320><c> the</c><00:05:19.039><c> layout</c><00:05:19.520><c> of</c><00:05:19.680><c> the</c> and indicates the layout of the and indicates the layout of the reinforcement<00:05:20.720><c> bar</c> reinforcement bar reinforcement bar this<00:05:22.880><c> slide</c><00:05:23.440><c> shows</c><00:05:23.919><c> the</c><00:05:24.240><c> typical</c><00:05:24.960><c> planks</c> this slide shows the typical planks this slide shows the typical planks that<00:05:26.160><c> involve</c><00:05:27.360><c> with</c><00:05:27.759><c> the</c><00:05:28.080><c> reinforced</c> that involve with the reinforced that involve with the reinforced concrete<00:05:29.280><c> design</c> concrete design concrete design there<00:05:31.520><c> are</c><00:05:31.840><c> architecture</c><00:05:32.639><c> plan</c><00:05:34.000><c> in</c><00:05:34.160><c> the</c> there are architecture plan in the there are architecture plan in the architecture<00:05:35.120><c> plan</c> architecture plan architecture plan it<00:05:36.560><c> provides</c><00:05:37.120><c> the</c><00:05:37.360><c> information</c><00:05:38.320><c> of</c><00:05:38.560><c> building</c> it provides the information of building it provides the information of building types types types functions<00:05:40.880><c> and</c><00:05:41.320><c> specifications</c> functions and specifications functions and specifications building<00:05:43.840><c> layout</c><00:05:44.800><c> the</c><00:05:45.039><c> usage</c><00:05:45.600><c> of</c><00:05:45.759><c> the</c><00:05:45.919><c> room</c> building layout the usage of the room building layout the usage of the room building<00:05:47.440><c> elements</c><00:05:48.240><c> such</c><00:05:48.560><c> as</c><00:05:48.880><c> wall</c><00:05:49.440><c> stair</c> building elements such as wall stair building elements such as wall stair door<00:05:51.120><c> windows</c><00:05:51.919><c> and</c><00:05:52.160><c> finishes</c> door windows and finishes door windows and finishes the<00:05:54.080><c> mechanical</c><00:05:54.880><c> and</c><00:05:55.120><c> electrical</c><00:05:55.840><c> services</c> the mechanical and electrical services the mechanical and electrical services such<00:05:57.039><c> as</c> such as such as piping<00:05:58.160><c> ducting</c><00:05:58.880><c> and</c><00:05:59.120><c> wiring</c> piping ducting and wiring piping ducting and wiring and<00:06:00.880><c> also</c><00:06:01.520><c> indicate</c><00:06:02.240><c> the</c><00:06:02.639><c> available</c><00:06:03.360><c> spaces</c> and also indicate the available spaces and also indicate the available spaces and<00:06:04.479><c> headroom</c><00:06:05.680><c> and</c><00:06:06.240><c> also</c> and headroom and also and headroom and also pay<00:06:07.680><c> more</c><00:06:08.000><c> attentions</c><00:06:08.880><c> on</c><00:06:09.199><c> the</c><00:06:09.520><c> elevations</c> pay more attentions on the elevations pay more attentions on the elevations and<00:06:10.800><c> drops</c><00:06:11.360><c> of</c><00:06:11.600><c> the</c><00:06:12.000><c> plants</c> and drops of the plants and drops of the plants the<00:06:14.479><c> architecture</c><00:06:15.280><c> plan</c><00:06:15.840><c> provide</c><00:06:16.479><c> an</c> the architecture plan provide an the architecture plan provide an aesthetic<00:06:18.080><c> view</c><00:06:18.639><c> of</c><00:06:19.440><c> structures</c><00:06:20.240><c> that</c><00:06:20.479><c> we</c> aesthetic view of structures that we aesthetic view of structures that we need<00:06:20.960><c> to</c> need to need to construct<00:06:23.039><c> next</c> construct next construct next we<00:06:24.880><c> go</c><00:06:25.280><c> through</c><00:06:25.680><c> a</c><00:06:25.919><c> process</c><00:06:26.560><c> of</c><00:06:26.800><c> structural</c> we go through a process of structural we go through a process of structural analysis analysis analysis design<00:06:29.440><c> and</c><00:06:29.680><c> check</c><00:06:30.639><c> and</c> design and check and design and check and structural<00:06:32.720><c> plans</c><00:06:33.280><c> are</c><00:06:33.520><c> produced</c> these<00:06:36.319><c> structural</c><00:06:36.960><c> plans</c><00:06:37.600><c> are</c><00:06:37.919><c> produced</c><00:06:38.639><c> in</c> these structural plans are produced in these structural plans are produced in reference reference reference to<00:06:40.240><c> the</c><00:06:40.639><c> architecture</c><00:06:41.520><c> plan</c><00:06:42.080><c> and</c><00:06:42.479><c> the</c> to the architecture plan and the to the architecture plan and the design<00:06:43.440><c> outcome</c><00:06:44.080><c> of</c><00:06:44.319><c> the</c><00:06:44.560><c> analysis</c> design outcome of the analysis design outcome of the analysis development<00:06:47.600><c> plan</c><00:06:48.319><c> involves</c><00:06:48.880><c> the</c><00:06:49.360><c> key</c><00:06:49.599><c> plan</c> development plan involves the key plan development plan involves the key plan key<00:06:50.880><c> plan</c><00:06:51.280><c> of</c><00:06:51.520><c> foundations</c><00:06:53.120><c> floors</c> key plan of foundations floors key plan of foundations floors roof<00:06:55.039><c> and</c><00:06:55.360><c> others</c><00:06:57.120><c> the</c><00:06:57.360><c> key</c><00:06:57.680><c> plan</c><00:06:58.080><c> shows</c><00:06:58.560><c> the</c> roof and others the key plan shows the roof and others the key plan shows the layout<00:06:59.599><c> of</c><00:06:59.919><c> the</c><00:07:00.240><c> structural</c><00:07:00.960><c> element</c><00:07:01.759><c> in</c> layout of the structural element in layout of the structural element in an<00:07:02.560><c> overview</c><00:07:04.720><c> then</c> an overview then an overview then the<00:07:05.599><c> detailings</c><00:07:06.560><c> of</c><00:07:06.800><c> the</c><00:07:07.360><c> structural</c><00:07:08.080><c> element</c> are<00:07:11.520><c> also</c><00:07:12.000><c> provided</c><00:07:13.360><c> these</c><00:07:13.840><c> include</c><00:07:14.319><c> the</c> are also provided these include the are also provided these include the foundations<00:07:16.000><c> the</c><00:07:16.240><c> beam</c><00:07:17.039><c> slab</c> foundations the beam slab foundations the beam slab columns<00:07:19.199><c> stairs</c><00:07:20.000><c> and</c><00:07:20.319><c> others</c> columns stairs and others columns stairs and others as<00:07:22.319><c> for</c><00:07:22.560><c> the</c><00:07:22.800><c> construction</c><00:07:23.599><c> stage</c><00:07:24.880><c> the</c> as for the construction stage the as for the construction stage the architectural<00:07:26.000><c> plane</c><00:07:26.479><c> and</c><00:07:26.639><c> the</c><00:07:26.800><c> structural</c> architectural plane and the structural architectural plane and the structural planes planes planes are<00:07:28.319><c> to</c><00:07:28.479><c> be</c><00:07:28.800><c> read</c><00:07:29.199><c> concurrently</c> are to be read concurrently are to be read concurrently each<00:07:31.759><c> of</c><00:07:31.919><c> the</c><00:07:32.160><c> plan</c><00:07:32.720><c> carry</c><00:07:33.280><c> different</c><00:07:34.000><c> set</c><00:07:34.400><c> of</c> each of the plan carry different set of each of the plan carry different set of informations informations informations and<00:07:37.599><c> they</c><00:07:38.000><c> should</c><00:07:38.319><c> not</c><00:07:38.639><c> contradict</c><00:07:39.440><c> to</c><00:07:39.840><c> each</c> and they should not contradict to each and they should not contradict to each other other other instead<00:07:42.240><c> they</c><00:07:42.560><c> should</c><00:07:42.880><c> complement</c><00:07:43.680><c> each</c> instead they should complement each instead they should complement each other
4	E9RZxHar9Zc	1.3 Composite action of reinforced concrete	https://www.youtube.com/watch?v=E9RZxHar9Zc	1.3_Composite_action_of_reinforced_concrete.en.vtt	concrete<00:00:00.719><c> is</c><00:00:01.199><c> within</c><00:00:02.159><c> tension</c> concrete is within tension concrete is within tension its<00:00:03.760><c> tensile</c><00:00:04.319><c> strength</c><00:00:05.040><c> is</c><00:00:05.279><c> only</c><00:00:05.759><c> 10</c><00:00:06.080><c> percent</c> its tensile strength is only 10 percent its tensile strength is only 10 percent of<00:00:07.040><c> the</c><00:00:07.440><c> compressive</c><00:00:08.160><c> strength</c><00:00:08.639><c> of</c><00:00:08.720><c> the</c> of the compressive strength of the of the compressive strength of the concrete concrete concrete which<00:00:10.240><c> is</c><00:00:10.719><c> relatively</c><00:00:11.759><c> low</c> which is relatively low which is relatively low for<00:00:13.920><c> simplicity</c><00:00:14.799><c> of</c><00:00:14.960><c> the</c><00:00:15.120><c> design</c><00:00:16.560><c> it</c><00:00:16.800><c> is</c> for simplicity of the design it is for simplicity of the design it is normally normally normally assumed<00:00:18.320><c> that</c><00:00:18.960><c> the</c><00:00:19.279><c> concrete</c><00:00:19.920><c> does</c><00:00:20.240><c> not</c> assumed that the concrete does not assumed that the concrete does not resist resist resist any<00:00:21.840><c> tensile</c><00:00:22.400><c> force</c><00:00:23.439><c> and</c><00:00:24.160><c> the</c><00:00:24.400><c> tensile</c><00:00:24.960><c> force</c> any tensile force and the tensile force any tensile force and the tensile force are<00:00:25.840><c> fully</c><00:00:26.320><c> taken</c><00:00:26.880><c> by</c><00:00:27.279><c> the</c><00:00:27.519><c> reinforced</c><00:00:28.400><c> steel</c> are fully taken by the reinforced steel are fully taken by the reinforced steel which<00:00:30.160><c> the</c><00:00:30.320><c> stress</c><00:00:31.039><c> are</c><00:00:31.439><c> transferred</c><00:00:32.320><c> by</c> which the stress are transferred by which the stress are transferred by the<00:00:33.040><c> bond</c><00:00:33.520><c> between</c><00:00:34.239><c> the</c><00:00:35.040><c> interface</c> the bond between the interface the bond between the interface between<00:00:36.880><c> the</c><00:00:37.600><c> concrete</c><00:00:38.239><c> and</c><00:00:38.719><c> the</c><00:00:38.879><c> steel</c> this<00:00:42.079><c> figure</c><00:00:42.960><c> shows</c><00:00:43.520><c> a</c><00:00:43.920><c> typical</c> this figure shows a typical this figure shows a typical response<00:00:45.520><c> of</c><00:00:45.680><c> a</c><00:00:45.840><c> reinforced</c><00:00:46.480><c> concrete</c><00:00:47.039><c> beam</c> response of a reinforced concrete beam response of a reinforced concrete beam when when when subjected<00:00:48.879><c> to</c><00:00:49.039><c> the</c><00:00:49.280><c> load</c><00:00:50.960><c> steel</c><00:00:51.440><c> bars</c><00:00:51.920><c> are</c> subjected to the load steel bars are subjected to the load steel bars are embedded<00:00:52.800><c> in</c><00:00:52.960><c> the</c><00:00:53.199><c> concrete</c> embedded in the concrete embedded in the concrete to<00:00:54.320><c> reinforce</c><00:00:55.199><c> the</c><00:00:55.680><c> member</c> to reinforce the member to reinforce the member before<00:00:58.160><c> loading</c><00:00:59.120><c> the</c><00:00:59.359><c> member</c><00:00:59.920><c> do</c><00:01:00.160><c> not</c><00:01:00.399><c> undergo</c> before loading the member do not undergo before loading the member do not undergo any<00:01:01.600><c> deformations</c><00:01:03.120><c> and</c><00:01:03.600><c> no</c><00:01:03.920><c> stress</c> any deformations and no stress any deformations and no stress developed<00:01:05.199><c> within</c><00:01:05.760><c> the</c><00:01:06.159><c> member</c> developed within the member developed within the member however<00:01:08.960><c> as</c><00:01:09.439><c> the</c><00:01:09.760><c> reinforced</c><00:01:10.400><c> concrete</c><00:01:10.880><c> beam</c> however as the reinforced concrete beam however as the reinforced concrete beam is<00:01:11.680><c> subjected</c><00:01:12.479><c> to</c><00:01:13.040><c> the</c><00:01:13.280><c> load</c> is subjected to the load is subjected to the load the<00:01:14.720><c> member</c><00:01:15.439><c> tends</c><00:01:15.920><c> to</c><00:01:16.159><c> bend</c><00:01:16.560><c> downward</c> the member tends to bend downward the member tends to bend downward this<00:01:18.799><c> leads</c><00:01:19.119><c> to</c><00:01:19.680><c> tension</c><00:01:20.320><c> at</c><00:01:20.479><c> the</c><00:01:20.720><c> bottom</c><00:01:21.119><c> of</c> this leads to tension at the bottom of this leads to tension at the bottom of the<00:01:21.439><c> beam</c> the beam the beam and<00:01:22.799><c> compressions</c><00:01:23.759><c> on</c><00:01:24.080><c> top</c><00:01:24.400><c> of</c><00:01:24.560><c> the</c><00:01:24.840><c> beam</c> and compressions on top of the beam and compressions on top of the beam the<00:01:27.520><c> deformations</c><00:01:28.720><c> cause</c><00:01:29.280><c> the</c><00:01:29.920><c> concrete</c> the deformations cause the concrete the deformations cause the concrete to<00:01:31.119><c> elongate</c><00:01:32.159><c> at</c><00:01:32.400><c> the</c><00:01:32.640><c> bottom</c><00:01:33.600><c> while</c> to elongate at the bottom while to elongate at the bottom while to<00:01:34.320><c> string</c><00:01:35.040><c> at</c><00:01:35.200><c> the</c><00:01:35.439><c> top</c><00:01:35.759><c> of</c><00:01:36.000><c> the</c><00:01:36.240><c> member</c> to string at the top of the member to string at the top of the member due<00:01:38.479><c> to</c><00:01:38.960><c> poor</c><00:01:39.479><c> deformability</c><00:01:40.560><c> limit</c><00:01:41.040><c> of</c><00:01:41.119><c> the</c> due to poor deformability limit of the due to poor deformability limit of the concrete concrete concrete the<00:01:42.560><c> concrete</c><00:01:43.119><c> tanks</c><00:01:43.520><c> to</c><00:01:43.759><c> crack</c><00:01:44.640><c> and</c><00:01:45.040><c> the</c> the concrete tanks to crack and the the concrete tanks to crack and the tensions tensions tensions are<00:01:46.560><c> taken</c><00:01:47.119><c> by</c><00:01:47.520><c> the</c><00:01:47.840><c> steel</c><00:01:48.399><c> bars</c> are taken by the steel bars are taken by the steel bars as<00:01:50.399><c> for</c><00:01:50.560><c> the</c><00:01:50.799><c> compressive</c><00:01:51.600><c> part</c><00:01:52.479><c> the</c><00:01:52.799><c> concrete</c> as for the compressive part the concrete as for the compressive part the concrete will<00:01:53.600><c> take</c> will take will take all<00:01:54.320><c> the</c><00:01:54.720><c> compressive</c><00:01:55.520><c> stress</c> a<00:01:58.479><c> member</c><00:01:59.280><c> will</c><00:01:59.600><c> fail</c><00:02:00.320><c> when</c><00:02:00.640><c> the</c><00:02:01.040><c> compressive</c> a member will fail when the compressive a member will fail when the compressive strength<00:02:02.159><c> of</c><00:02:02.240><c> the</c><00:02:02.479><c> concrete</c> strength of the concrete strength of the concrete is<00:02:04.079><c> exited</c><00:02:05.280><c> or</c><00:02:05.759><c> when</c><00:02:06.079><c> the</c><00:02:06.240><c> steel</c><00:02:06.640><c> strength</c><00:02:07.119><c> of</c> is exited or when the steel strength of is exited or when the steel strength of the<00:02:07.600><c> steel</c> the steel the steel bars<00:02:09.039><c> is</c><00:02:09.440><c> acided</c><00:02:10.720><c> or</c> bars is acided or bars is acided or when<00:02:11.599><c> the</c><00:02:11.840><c> bond</c><00:02:12.239><c> between</c><00:02:12.800><c> the</c><00:02:13.040><c> steel</c><00:02:13.599><c> and</c><00:02:13.760><c> the</c> when the bond between the steel and the when the bond between the steel and the concrete concrete concrete fell<00:02:17.520><c> as</c><00:02:17.840><c> long</c><00:02:18.239><c> as</c><00:02:18.560><c> the</c><00:02:18.800><c> integrity</c> fell as long as the integrity fell as long as the integrity of<00:02:20.560><c> the</c><00:02:20.959><c> composite</c><00:02:21.760><c> materials</c><00:02:22.879><c> are</c> of the composite materials are of the composite materials are ensured<00:02:24.400><c> the</c><00:02:24.720><c> animal</c><00:02:25.520><c> will</c><00:02:25.840><c> withstand</c><00:02:26.480><c> the</c> ensured the animal will withstand the ensured the animal will withstand the loot loot loot the<00:02:28.400><c> bone</c><00:02:28.800><c> within</c><00:02:29.360><c> the</c><00:02:29.760><c> reinforced</c><00:02:30.480><c> concrete</c> the bone within the reinforced concrete the bone within the reinforced concrete member member member is<00:02:32.160><c> essential</c><00:02:33.680><c> when</c><00:02:33.920><c> the</c><00:02:34.239><c> bone</c><00:02:34.640><c> is</c> is essential when the bone is is essential when the bone is in<00:02:35.519><c> the</c><00:02:35.760><c> adequate</c><00:02:37.040><c> that</c><00:02:37.280><c> means</c><00:02:37.760><c> when</c><00:02:38.080><c> the</c> in the adequate that means when the in the adequate that means when the reinforced<00:02:39.680><c> bar</c> reinforced bar reinforced bar sleeps<00:02:40.959><c> within</c><00:02:41.440><c> the</c><00:02:41.680><c> concrete</c><00:02:42.800><c> there</c><00:02:43.200><c> will</c> sleeps within the concrete there will sleeps within the concrete there will not<00:02:43.840><c> be</c> not be not be a<00:02:45.239><c> composite</c><00:02:46.319><c> actions</c> a composite actions a composite actions this<00:02:48.239><c> will</c><00:02:48.560><c> affect</c><00:02:49.040><c> the</c><00:02:49.440><c> integrity</c><00:02:50.560><c> of</c><00:02:50.959><c> the</c> this will affect the integrity of the this will affect the integrity of the reinforced<00:02:52.080><c> concrete</c><00:02:52.560><c> member</c><00:02:54.000><c> and</c><00:02:54.400><c> the</c> reinforced concrete member and the reinforced concrete member and the member member member is<00:02:56.080><c> unable</c><00:02:56.800><c> to</c><00:02:57.200><c> resist</c><00:02:57.760><c> the</c><00:02:58.000><c> load</c> is unable to resist the load is unable to resist the load the<00:02:59.840><c> bus</c><00:03:00.319><c> normally</c><00:03:01.360><c> has</c><00:03:01.840><c> the</c><00:03:02.080><c> ribs</c><00:03:02.560><c> on</c><00:03:02.800><c> this</c> the bus normally has the ribs on this the bus normally has the ribs on this surface surface surface in<00:03:04.400><c> order</c><00:03:05.040><c> to</c><00:03:05.519><c> ensure</c><00:03:06.239><c> extra</c><00:03:06.959><c> mechanical</c> in order to ensure extra mechanical in order to ensure extra mechanical grips grips grips these<00:03:10.319><c> are</c><00:03:10.560><c> the</c><00:03:10.800><c> ribs</c><00:03:11.760><c> on</c><00:03:12.080><c> the</c><00:03:12.480><c> surface</c><00:03:13.120><c> of</c> these are the ribs on the surface of these are the ribs on the surface of reinforcement<00:03:14.239><c> bar</c> the<00:03:17.040><c> ribs</c><00:03:17.599><c> interlock</c><00:03:18.480><c> with</c><00:03:18.959><c> the</c><00:03:19.440><c> concrete</c> the ribs interlock with the concrete the ribs interlock with the concrete to<00:03:20.879><c> prevent</c><00:03:21.599><c> it</c><00:03:21.920><c> sleeping</c><00:03:22.879><c> out</c><00:03:23.200><c> of</c><00:03:23.440><c> the</c> to prevent it sleeping out of the to prevent it sleeping out of the concrete concrete concrete under<00:03:26.400><c> the</c><00:03:26.799><c> perfect</c><00:03:27.360><c> bone</c><00:03:27.760><c> conditions</c> under the perfect bone conditions under the perfect bone conditions the<00:03:29.440><c> strain</c><00:03:30.080><c> in</c><00:03:30.360><c> reinforcement</c><00:03:31.360><c> bar</c><00:03:32.080><c> will</c><00:03:32.400><c> be</c> the strain in reinforcement bar will be the strain in reinforcement bar will be the<00:03:33.040><c> same</c><00:03:33.519><c> as</c><00:03:33.920><c> the</c><00:03:34.080><c> strength</c><00:03:34.799><c> of</c><00:03:35.120><c> the</c> the same as the strength of the the same as the strength of the concrete<00:03:37.760><c> these</c><00:03:38.159><c> assumptions</c> concrete these assumptions concrete these assumptions is<00:03:39.440><c> very</c><00:03:39.840><c> important</c><00:03:41.360><c> as</c> is very important as is very important as it<00:03:42.640><c> helps</c><00:03:42.959><c> us</c><00:03:43.280><c> to</c><00:03:43.599><c> determine</c><00:03:44.400><c> the</c><00:03:44.720><c> stress</c> it helps us to determine the stress it helps us to determine the stress developed<00:03:46.319><c> within</c><00:03:46.879><c> the</c><00:03:47.200><c> reinforcement</c><00:03:48.080><c> steel</c> developed within the reinforcement steel developed within the reinforcement steel bar
5	MMnEkHb2y3s	1.4 Stress-strain relations	https://www.youtube.com/watch?v=MMnEkHb2y3s	1.4_Stress-strain_relations.en.vtt	the<00:00:00.560><c> stress</c><00:00:01.120><c> strength</c><00:00:01.680><c> relations</c> the stress strength relations the stress strength relations the<00:00:03.679><c> strength</c><00:00:04.319><c> normally</c><00:00:04.960><c> refers</c><00:00:05.600><c> to</c><00:00:06.080><c> the</c> the strength normally refers to the the strength normally refers to the deformations<00:00:07.600><c> of</c><00:00:07.759><c> a</c><00:00:07.919><c> member</c> deformations of a member deformations of a member while<00:00:09.679><c> the</c><00:00:10.080><c> stress</c><00:00:10.880><c> is</c><00:00:11.120><c> normally</c><00:00:11.799><c> associated</c> while the stress is normally associated while the stress is normally associated with with with the<00:00:13.840><c> false</c><00:00:14.400><c> acting</c><00:00:14.880><c> of</c><00:00:15.120><c> the</c><00:00:15.360><c> member</c> the false acting of the member the false acting of the member when<00:00:17.359><c> there</c><00:00:17.680><c> is</c><00:00:17.840><c> a</c><00:00:18.000><c> look</c><00:00:18.320><c> at</c><00:00:18.560><c> the</c><00:00:18.720><c> normal</c> when there is a look at the normal when there is a look at the normal member member member the<00:00:20.400><c> member</c><00:00:21.039><c> tends</c><00:00:21.600><c> to</c><00:00:22.000><c> undergo</c><00:00:22.800><c> deformations</c> the member tends to undergo deformations the member tends to undergo deformations these<00:00:24.800><c> deformations</c><00:00:26.080><c> is</c><00:00:26.480><c> represented</c><00:00:27.439><c> by</c><00:00:27.760><c> the</c> these deformations is represented by the these deformations is represented by the strength strength strength and<00:00:29.439><c> due</c><00:00:29.760><c> to</c><00:00:30.000><c> the</c><00:00:30.240><c> loop</c><00:00:31.119><c> stress</c><00:00:31.679><c> developed</c> and due to the loop stress developed and due to the loop stress developed within<00:00:32.719><c> the</c><00:00:32.960><c> member</c> within the member within the member and<00:00:34.559><c> this</c><00:00:34.960><c> stress</c><00:00:35.840><c> is</c><00:00:36.360><c> associated</c><00:00:37.440><c> to</c> and this stress is associated to and this stress is associated to the<00:00:38.399><c> magnitude</c><00:00:39.280><c> of</c><00:00:39.520><c> the</c><00:00:39.920><c> forces</c><00:00:40.879><c> acting</c> the magnitude of the forces acting the magnitude of the forces acting on<00:00:41.760><c> the</c><00:00:42.840><c> member</c><00:00:44.160><c> the</c><00:00:44.399><c> loot</c><00:00:44.719><c> adding</c><00:00:45.120><c> on</c><00:00:45.200><c> the</c> on the member the loot adding on the on the member the loot adding on the structures structures structures cause<00:00:47.120><c> distortions</c><00:00:48.160><c> of</c><00:00:48.399><c> x-member</c> cause distortions of x-member cause distortions of x-member these<00:00:50.239><c> distortions</c><00:00:51.520><c> can</c><00:00:51.840><c> be</c><00:00:52.239><c> represented</c> these distortions can be represented these distortions can be represented by<00:00:53.760><c> the</c><00:00:54.480><c> strand</c><00:00:55.039><c> diagram</c><00:00:55.840><c> given</c> by the strand diagram given by the strand diagram given here<00:00:57.840><c> when</c><00:00:58.079><c> the</c><00:00:58.320><c> member</c><00:00:58.960><c> is</c><00:00:59.199><c> subjected</c> here when the member is subjected here when the member is subjected to<00:01:00.879><c> bending</c><00:01:02.559><c> the</c><00:01:02.879><c> compressions</c> to bending the compressions to bending the compressions strength<00:01:04.640><c> developed</c><00:01:05.680><c> on</c><00:01:06.080><c> top</c><00:01:06.479><c> of</c><00:01:06.720><c> the</c><00:01:07.040><c> neutral</c> strength developed on top of the neutral strength developed on top of the neutral axis axis axis while<00:01:08.799><c> tensile</c><00:01:09.439><c> strength</c><00:01:10.000><c> developed</c><00:01:10.640><c> below</c> while tensile strength developed below while tensile strength developed below the<00:01:11.600><c> neutral</c> the neutral the neutral axis<00:01:13.600><c> and</c><00:01:14.000><c> this</c><00:01:14.479><c> strength</c> axis and this strength axis and this strength can<00:01:16.159><c> later</c><00:01:16.720><c> be</c><00:01:17.119><c> translated</c><00:01:18.159><c> into</c> can later be translated into can later be translated into the<00:01:19.280><c> stress</c><00:01:19.840><c> diagram</c><00:01:21.840><c> whenever</c><00:01:22.640><c> there</c><00:01:22.960><c> are</c> the stress diagram whenever there are the stress diagram whenever there are strength strength strength stresses<00:01:25.600><c> also</c><00:01:26.159><c> develop</c> these<00:01:29.759><c> figures</c><00:01:30.880><c> indicate</c><00:01:31.759><c> a</c> these figures indicate a these figures indicate a response<00:01:33.200><c> of</c><00:01:33.759><c> cross-sections</c><00:01:34.720><c> of</c><00:01:34.799><c> the</c><00:01:35.040><c> member</c> response of cross-sections of the member response of cross-sections of the member subjected<00:01:36.880><c> to</c><00:01:37.720><c> deformations</c> subjected to deformations subjected to deformations and<00:01:40.320><c> the</c><00:01:41.040><c> stresses</c><00:01:41.920><c> due</c><00:01:42.240><c> to</c><00:01:42.479><c> the</c> and the stresses due to the and the stresses due to the forces<00:01:44.960><c> in</c><00:01:45.119><c> the</c><00:01:45.360><c> analysis</c><00:01:46.320><c> of</c><00:01:46.479><c> the</c><00:01:46.640><c> stresses</c> forces in the analysis of the stresses forces in the analysis of the stresses it<00:01:48.799><c> is</c><00:01:49.280><c> built</c><00:01:49.680><c> on</c><00:01:49.840><c> the</c><00:01:50.000><c> basis</c><00:01:50.640><c> that</c><00:01:51.360><c> the</c> it is built on the basis that the it is built on the basis that the equilibrium<00:01:52.799><c> of</c><00:01:53.040><c> forces</c> equilibrium of forces equilibrium of forces and<00:01:55.119><c> the</c><00:01:55.719><c> compatibility</c><00:01:56.960><c> of</c><00:01:57.119><c> the</c><00:01:57.520><c> strength</c> and the compatibility of the strength and the compatibility of the strength the<00:01:59.520><c> equilibrium</c><00:02:00.479><c> of</c><00:02:00.640><c> forces</c><00:02:01.439><c> referring</c><00:02:02.159><c> to</c> the equilibrium of forces referring to the equilibrium of forces referring to the<00:02:03.360><c> total</c><00:02:04.079><c> forces</c><00:02:05.040><c> in</c><00:02:05.439><c> horizontal</c> the total forces in horizontal the total forces in horizontal or<00:02:07.119><c> total</c><00:02:07.680><c> moment</c><00:02:08.160><c> rotational</c><00:02:09.039><c> forces</c> or total moment rotational forces or total moment rotational forces should<00:02:10.319><c> be</c><00:02:10.640><c> equal</c><00:02:11.120><c> to</c><00:02:11.440><c> zero</c><00:02:12.319><c> for</c><00:02:12.560><c> a</c><00:02:12.720><c> member</c><00:02:13.360><c> to</c> should be equal to zero for a member to should be equal to zero for a member to remain<00:02:14.800><c> static</c><00:02:15.599><c> and</c><00:02:15.920><c> stable</c> remain static and stable remain static and stable as<00:02:18.239><c> for</c><00:02:18.400><c> the</c><00:02:18.680><c> compatibility</c><00:02:19.760><c> of</c><00:02:19.920><c> strength</c> as for the compatibility of strength as for the compatibility of strength it<00:02:21.200><c> is</c><00:02:21.440><c> normally</c><00:02:22.080><c> assume</c><00:02:22.800><c> a</c><00:02:23.120><c> linear</c> it is normally assume a linear it is normally assume a linear relationships<00:02:24.879><c> of</c><00:02:25.040><c> the</c><00:02:25.200><c> strength</c> relationships of the strength relationships of the strength throughout<00:02:26.480><c> the</c><00:02:26.879><c> cross</c><00:02:27.200><c> sections</c><00:02:28.400><c> and</c><00:02:28.879><c> for</c> throughout the cross sections and for throughout the cross sections and for that that that interpolations<00:02:31.519><c> is</c><00:02:31.840><c> applicable</c><00:02:32.800><c> to</c> interpolations is applicable to interpolations is applicable to determine<00:02:34.080><c> the</c><00:02:34.400><c> strength</c><00:02:35.200><c> at</c><00:02:35.519><c> different</c> determine the strength at different determine the strength at different positions positions positions of<00:02:37.440><c> the</c><00:02:38.160><c> cross</c><00:02:38.560><c> sections</c> of the cross sections of the cross sections this<00:02:41.040><c> lays</c><00:02:41.599><c> the</c><00:02:42.000><c> foundations</c> this lays the foundations this lays the foundations for<00:02:44.160><c> the</c><00:02:44.560><c> analysis</c><00:02:45.519><c> of</c><00:02:45.680><c> the</c><00:02:45.920><c> stress</c> for the analysis of the stress for the analysis of the stress developed<00:02:47.680><c> in</c><00:02:47.920><c> the</c><00:02:48.400><c> member</c><00:02:49.440><c> for</c><00:02:49.680><c> the</c><00:02:49.920><c> design</c> developed in the member for the design developed in the member for the design of<00:02:50.959><c> reinforced</c><00:02:51.760><c> concrete</c><00:02:52.440><c> member</c>
6	4Re3HEXMRaA	1.5 Concrete strength	https://www.youtube.com/watch?v=4Re3HEXMRaA	1.5_Concrete_strength.en.vtt	one<00:00:00.120><c> of</c><00:00:00.329><c> the</c><00:00:00.630><c> most</c><00:00:00.930><c> important</c><00:00:01.829><c> properties</c><00:00:02.220><c> of</c> one of the most important properties of one of the most important properties of the<00:00:02.970><c> concrete</c><00:00:03.360><c> is</c><00:00:04.170><c> extreme</c><00:00:05.839><c> basically</c><00:00:06.839><c> the</c> the concrete is extreme basically the the concrete is extreme basically the string<00:00:07.950><c> increases</c><00:00:08.940><c> with</c><00:00:09.269><c> the</c><00:00:09.300><c> age</c><00:00:09.599><c> as</c> string increases with the age as string increases with the age as indicated<00:00:12.059><c> in</c><00:00:12.210><c> this</c><00:00:12.900><c> figure</c><00:00:13.580><c> in</c><00:00:14.580><c> the</c><00:00:14.910><c> wisest</c> indicated in this figure in the wisest indicated in this figure in the wisest is<00:00:16.139><c> the</c><00:00:16.650><c> compressive</c><00:00:17.550><c> strength</c><00:00:18.000><c> while</c><00:00:18.869><c> in</c><00:00:19.199><c> the</c> is the compressive strength while in the is the compressive strength while in the excesses<00:00:20.010><c> is</c><00:00:20.730><c> referring</c><00:00:21.539><c> to</c><00:00:21.570><c> the</c><00:00:22.109><c> age</c><00:00:22.380><c> of</c> excesses is referring to the age of excesses is referring to the age of concrete<00:00:23.779><c> the</c><00:00:24.779><c> concrete</c><00:00:24.810><c> strength</c><00:00:25.640><c> increases</c> concrete the concrete strength increases concrete the concrete strength increases with<00:00:26.760><c> the</c><00:00:26.939><c> age</c><00:00:28.910><c> the</c><00:00:29.910><c> increment</c><00:00:30.630><c> is</c><00:00:31.250><c> larger</c><00:00:32.250><c> at</c> with the age the increment is larger at with the age the increment is larger at the<00:00:32.669><c> early</c><00:00:33.390><c> stage</c><00:00:33.950><c> Wow</c> the early stage Wow the early stage Wow is<00:00:35.870><c> smaller</c><00:00:36.870><c> at</c><00:00:37.380><c> the</c><00:00:37.440><c> latest</c><00:00:38.160><c> dish</c><00:00:38.700><c> of</c><00:00:39.030><c> the</c><00:00:39.210><c> age</c> is smaller at the latest dish of the age is smaller at the latest dish of the age it<00:00:41.309><c> reaches</c><00:00:42.059><c> the</c><00:00:42.420><c> mature</c><00:00:43.050><c> age</c><00:00:43.520><c> the</c><00:00:44.600><c> 28</c> it reaches the mature age the 28 it reaches the mature age the 28 typically<00:00:48.390><c> it</c><00:00:49.140><c> reached</c><00:00:49.610><c> one</c><00:00:50.610><c> string</c><00:00:51.329><c> at</c><00:00:51.719><c> day</c><00:00:52.050><c> 3</c> typically it reached one string at day 3 typically it reached one string at day 3 2<00:00:53.460><c> to</c><00:00:53.730><c> 3</c><00:00:54.059><c> at</c><00:00:54.420><c> day</c><00:00:54.690><c> 7</c><00:00:55.350><c> and</c><00:00:55.670><c> full</c><00:00:56.670><c> strength</c><00:00:57.090><c> at</c><00:00:57.360><c> day</c> 2 to 3 at day 7 and full strength at day 2 to 3 at day 7 and full strength at day 28<00:00:59.660><c> as</c><00:01:00.660><c> the</c><00:01:01.379><c> up</c><00:01:01.590><c> side</c><00:01:01.980><c> after</c><00:01:02.760><c> 28</c><00:01:03.539><c> days</c><00:01:03.570><c> is</c><00:01:04.470><c> very</c> 28 as the up side after 28 days is very 28 as the up side after 28 days is very limited<00:01:06.560><c> euro</c><00:01:07.560><c> cotton</c><00:01:08.250><c> do</c><00:01:08.460><c> not</c><00:01:08.729><c> permit</c><00:01:09.240><c> the</c> limited euro cotton do not permit the limited euro cotton do not permit the use<00:01:09.540><c> of</c><00:01:10.260><c> the</c><00:01:10.470><c> strength</c><00:01:10.830><c> greater</c><00:01:11.340><c> than</c><00:01:11.750><c> 28</c><00:01:12.750><c> days</c> use of the strength greater than 28 days use of the strength greater than 28 days in<00:01:13.740><c> terms</c><00:01:14.369><c> of</c><00:01:14.790><c> the</c><00:01:14.930><c> calculations</c><00:01:15.930><c> of</c> in terms of the calculations of in terms of the calculations of reinforced<00:01:17.490><c> concrete</c><00:01:17.750><c> structures</c>
7	C5WTcDf-ae0	1.6 Stress-strain relationship of concrete	https://www.youtube.com/watch?v=C5WTcDf-ae0	1.6_Stress-strain_relationship_of_concrete.en.vtt	this<00:00:00.960><c> figure</c><00:00:01.599><c> shows</c><00:00:02.159><c> a</c><00:00:02.560><c> typical</c><00:00:03.280><c> stress</c> this figure shows a typical stress this figure shows a typical stress strength<00:00:04.319><c> curve</c> strength curve strength curve of<00:00:05.279><c> a</c><00:00:05.440><c> concrete</c><00:00:06.160><c> in</c><00:00:06.640><c> compressions</c> of a concrete in compressions of a concrete in compressions the<00:00:08.960><c> stress</c><00:00:09.599><c> is</c><00:00:09.920><c> determined</c><00:00:10.800><c> by</c><00:00:11.200><c> the</c><00:00:11.679><c> force</c> the stress is determined by the force the stress is determined by the force per per per unit<00:00:13.440><c> area</c><00:00:13.920><c> of</c><00:00:14.080><c> the</c><00:00:14.240><c> concrete</c><00:00:15.519><c> while</c><00:00:15.839><c> the</c> unit area of the concrete while the unit area of the concrete while the strength strength strength is<00:00:17.119><c> referring</c><00:00:17.840><c> to</c><00:00:18.400><c> the</c><00:00:19.080><c> deformations</c> is referring to the deformations is referring to the deformations over<00:00:20.800><c> the</c><00:00:21.199><c> original</c><00:00:22.400><c> size</c><00:00:23.039><c> of</c><00:00:23.199><c> the</c> over the original size of the over the original size of the member<00:00:26.240><c> the</c><00:00:26.400><c> stress</c> member the stress member the stress increase<00:00:28.160><c> as</c><00:00:28.480><c> the</c><00:00:28.720><c> strength</c><00:00:29.359><c> increases</c> increase as the strength increases increase as the strength increases the<00:00:32.320><c> relationship</c><00:00:33.600><c> is</c><00:00:34.399><c> close</c><00:00:34.880><c> to</c> the relationship is close to the relationship is close to a<00:00:35.600><c> parabolic</c><00:00:36.559><c> response</c> a parabolic response a parabolic response the<00:00:39.520><c> ultimate</c><00:00:40.160><c> strength</c><00:00:40.800><c> of</c><00:00:41.040><c> the</c><00:00:41.200><c> concrete</c><00:00:42.000><c> is</c> the ultimate strength of the concrete is the ultimate strength of the concrete is about<00:00:44.600><c> 0.0035</c> about 0.0035 about 0.0035 that<00:00:47.760><c> means</c><00:00:48.239><c> it</c><00:00:48.480><c> is</c><00:00:48.879><c> about</c><00:00:49.879><c> 0.35</c><00:00:50.879><c> percent</c> that means it is about 0.35 percent that means it is about 0.35 percent of<00:00:51.840><c> the</c><00:00:52.239><c> original</c><00:00:53.199><c> size</c><00:00:53.760><c> of</c><00:00:54.079><c> the</c> of the original size of the of the original size of the concrete<00:00:57.120><c> from</c><00:00:57.360><c> the</c><00:00:57.600><c> curve</c> concrete from the curve concrete from the curve here<00:00:59.280><c> the</c><00:00:59.520><c> early</c><00:01:00.000><c> stage</c><00:01:00.559><c> here</c> here the early stage here here the early stage here behave<00:01:02.239><c> as</c><00:01:02.879><c> is</c><00:01:03.280><c> a</c><00:01:03.680><c> linear</c> behave as is a linear behave as is a linear relationship<00:01:07.200><c> the</c><00:01:07.439><c> development</c> relationship the development relationship the development of<00:01:08.720><c> the</c><00:01:08.880><c> stress</c><00:01:09.520><c> is</c><00:01:09.920><c> almost</c><00:01:10.680><c> proportional</c><00:01:11.680><c> to</c> of the stress is almost proportional to of the stress is almost proportional to the<00:01:12.720><c> development</c><00:01:13.680><c> of</c><00:01:13.840><c> the</c><00:01:14.000><c> strength</c><00:01:14.640><c> in</c><00:01:14.880><c> the</c> the development of the strength in the the development of the strength in the concrete concrete concrete we<00:01:17.280><c> refer</c><00:01:18.080><c> this</c><00:01:18.560><c> dish</c><00:01:19.360><c> as</c> we refer this dish as we refer this dish as elastic<00:01:20.880><c> state</c><00:01:22.479><c> and</c><00:01:22.880><c> releasing</c><00:01:23.600><c> the</c><00:01:23.840><c> stress</c> elastic state and releasing the stress elastic state and releasing the stress anywhere<00:01:26.000><c> in</c><00:01:26.159><c> between</c><00:01:26.799><c> the</c><00:01:27.040><c> regions</c> anywhere in between the regions anywhere in between the regions full<00:01:28.640><c> displacement</c><00:01:29.439><c> recovery</c><00:01:30.400><c> is</c><00:01:30.799><c> expected</c> full displacement recovery is expected full displacement recovery is expected then<00:01:33.920><c> starting</c><00:01:34.720><c> from</c><00:01:35.280><c> a</c><00:01:35.439><c> certain</c><00:01:36.079><c> stage</c> then starting from a certain stage then starting from a certain stage the<00:01:37.360><c> gradient</c><00:01:38.159><c> of</c><00:01:38.320><c> the</c><00:01:38.560><c> curve</c><00:01:39.119><c> decreases</c> the gradient of the curve decreases the gradient of the curve decreases the<00:01:41.600><c> reductions</c><00:01:42.560><c> of</c><00:01:42.720><c> the</c><00:01:42.960><c> gradient</c><00:01:43.840><c> decreases</c> the reductions of the gradient decreases the reductions of the gradient decreases more<00:01:45.360><c> rapidly</c><00:01:46.240><c> at</c><00:01:46.399><c> the</c><00:01:46.640><c> later</c><00:01:47.119><c> stage</c> more rapidly at the later stage more rapidly at the later stage the<00:01:49.439><c> stress</c><00:01:49.920><c> strength</c><00:01:50.320><c> relationship</c><00:01:51.680><c> becomes</c> the stress strength relationship becomes the stress strength relationship becomes non-linear<00:01:53.360><c> here</c><00:01:54.240><c> or</c><00:01:54.640><c> we</c><00:01:55.119><c> normally</c> non-linear here or we normally non-linear here or we normally term<00:01:56.079><c> it</c><00:01:56.399><c> as</c><00:01:56.799><c> a</c><00:01:57.119><c> plastic</c><00:01:57.759><c> response</c> term it as a plastic response term it as a plastic response releasing<00:02:00.799><c> the</c><00:02:01.040><c> stress</c><00:02:01.759><c> over</c><00:02:02.320><c> these</c><00:02:02.640><c> regions</c> releasing the stress over these regions releasing the stress over these regions you<00:02:04.000><c> will</c><00:02:04.240><c> find</c><00:02:04.799><c> in</c><00:02:05.040><c> complete</c><00:02:05.560><c> recovery</c> you will find in complete recovery you will find in complete recovery of<00:02:07.040><c> the</c><00:02:07.920><c> strength</c><00:02:09.039><c> and</c><00:02:09.520><c> there</c><00:02:09.840><c> will</c><00:02:10.080><c> be</c> of the strength and there will be of the strength and there will be permanent<00:02:11.239><c> deformations</c><00:02:12.319><c> of</c><00:02:12.560><c> the</c><00:02:13.040><c> concrete</c> this<00:02:16.959><c> slide</c><00:02:17.840><c> compares</c><00:02:18.720><c> the</c> this slide compares the this slide compares the actual<00:02:20.720><c> parabolic</c><00:02:21.440><c> rectangular</c><00:02:22.319><c> diagram</c> actual parabolic rectangular diagram actual parabolic rectangular diagram of<00:02:23.280><c> the</c><00:02:23.440><c> stress</c><00:02:23.840><c> strength</c><00:02:24.319><c> curve</c><00:02:25.440><c> and</c><00:02:26.000><c> the</c> of the stress strength curve and the of the stress strength curve and the simplified<00:02:27.920><c> stress</c><00:02:28.319><c> strength</c><00:02:28.720><c> relationship</c> simplified stress strength relationship simplified stress strength relationship of<00:02:29.920><c> a</c><00:02:30.080><c> concrete</c> of a concrete of a concrete in<00:02:32.080><c> the</c><00:02:32.560><c> actual</c><00:02:33.160><c> situations</c> in the actual situations in the actual situations a<00:02:35.280><c> parabolic</c><00:02:36.080><c> response</c><00:02:36.879><c> of</c><00:02:37.120><c> the</c><00:02:37.440><c> stress</c> a parabolic response of the stress a parabolic response of the stress strain<00:02:38.560><c> relationship</c><00:02:39.760><c> is</c><00:02:40.080><c> developed</c> strain relationship is developed strain relationship is developed however<00:02:42.800><c> for</c><00:02:43.120><c> simplicity</c><00:02:44.160><c> of</c><00:02:44.400><c> analysis</c> however for simplicity of analysis however for simplicity of analysis we<00:02:46.160><c> can</c><00:02:46.640><c> easily</c><00:02:47.440><c> assume</c><00:02:48.080><c> that</c><00:02:48.560><c> it</c><00:02:48.800><c> is</c> we can easily assume that it is we can easily assume that it is a<00:02:49.519><c> straight</c><00:02:50.000><c> line</c> this<00:02:53.760><c> simplifies</c><00:02:54.720><c> the</c><00:02:55.120><c> process</c><00:02:56.000><c> to</c> this simplifies the process to this simplifies the process to calculate<00:02:57.519><c> the</c><00:02:58.000><c> actual</c><00:02:58.640><c> stress</c><00:02:59.519><c> within</c> calculate the actual stress within calculate the actual stress within the<00:03:01.800><c> parabolic</c><00:03:02.840><c> curve</c> the parabolic curve the parabolic curve this<00:03:06.000><c> line</c><00:03:06.720><c> represents</c><00:03:07.599><c> the</c><00:03:08.040><c> characteristic</c> this line represents the characteristic this line represents the characteristic strength<00:03:09.680><c> of</c><00:03:09.920><c> the</c><00:03:10.319><c> concrete</c> strength of the concrete strength of the concrete it<00:03:13.040><c> represents</c><00:03:13.840><c> the</c><00:03:14.080><c> strength</c><00:03:14.640><c> of</c><00:03:14.800><c> the</c> it represents the strength of the it represents the strength of the concrete concrete concrete with<00:03:17.920><c> at</c><00:03:18.080><c> least</c><00:03:18.640><c> 95</c><00:03:19.519><c> percent</c><00:03:20.239><c> of</c> with at least 95 percent of with at least 95 percent of the<00:03:21.360><c> conditions</c><00:03:23.280><c> not</c><00:03:23.599><c> lower</c><00:03:24.159><c> than</c> the conditions not lower than the conditions not lower than this<00:03:25.040><c> value</c><00:03:27.519><c> this</c><00:03:27.840><c> strength</c> this value this strength this value this strength is<00:03:28.959><c> normally</c><00:03:30.000><c> termed</c><00:03:30.480><c> as</c><00:03:31.040><c> fck</c> however<00:03:35.040><c> for</c><00:03:35.280><c> the</c><00:03:35.519><c> design</c><00:03:36.239><c> of</c><00:03:36.480><c> the</c> however for the design of the however for the design of the concrete<00:03:37.760><c> element</c><00:03:38.959><c> normally</c><00:03:39.760><c> we</c><00:03:39.920><c> will</c><00:03:40.159><c> not</c> concrete element normally we will not concrete element normally we will not use<00:03:40.879><c> up</c><00:03:41.120><c> the</c><00:03:41.360><c> full</c> use up the full use up the full characteristic<00:03:42.959><c> strength</c><00:03:43.519><c> of</c><00:03:43.680><c> the</c><00:03:43.840><c> member</c> characteristic strength of the member characteristic strength of the member the<00:03:45.760><c> design</c><00:03:46.319><c> strength</c><00:03:46.959><c> is</c><00:03:47.280><c> termed</c><00:03:47.840><c> as</c> the design strength is termed as the design strength is termed as fcd<00:03:51.440><c> we</c> fcd we fcd we design<00:03:52.640><c> in</c><00:03:52.879><c> accordance</c><00:03:53.760><c> to</c><00:03:54.000><c> the</c><00:03:54.239><c> fcd</c> design in accordance to the fcd design in accordance to the fcd in<00:03:55.599><c> order</c><00:03:56.159><c> to</c><00:03:56.640><c> provide</c><00:03:57.280><c> allowance</c> in order to provide allowance in order to provide allowance for<00:03:59.200><c> the</c><00:04:00.319><c> critical</c><00:04:01.120><c> situations</c> for the critical situations for the critical situations of<00:04:02.640><c> the</c><00:04:03.040><c> concrete</c><00:04:04.879><c> these</c> of the concrete these of the concrete these allowance<00:04:06.400><c> are</c><00:04:06.799><c> normally</c><00:04:07.599><c> given</c><00:04:08.239><c> by</c><00:04:08.640><c> the</c> allowance are normally given by the allowance are normally given by the partial<00:04:09.840><c> factor</c><00:04:10.319><c> of</c><00:04:10.560><c> safety</c><00:04:11.519><c> of</c><00:04:12.840><c> concrete</c> partial factor of safety of concrete partial factor of safety of concrete simply<00:04:14.400><c> say</c> simply say simply say due<00:04:15.920><c> to</c><00:04:16.239><c> the</c><00:04:16.720><c> partial</c><00:04:17.600><c> factor</c><00:04:18.079><c> of</c><00:04:18.320><c> safety</c> due to the partial factor of safety due to the partial factor of safety of<00:04:19.440><c> concrete</c><00:04:21.199><c> we</c><00:04:21.519><c> normally</c> of concrete we normally of concrete we normally design<00:04:22.880><c> the</c><00:04:23.120><c> concrete</c><00:04:23.759><c> at</c><00:04:24.000><c> the</c><00:04:24.720><c> certain</c> design the concrete at the certain design the concrete at the certain degree degree degree of<00:04:26.000><c> lower</c><00:04:26.479><c> strength</c><00:04:27.280><c> then</c><00:04:27.840><c> x</c><00:04:28.400><c> actual</c><00:04:28.960><c> strength</c>
8	RSyUYsdsNYE	1.7 Design strength concrete	https://www.youtube.com/watch?v=RSyUYsdsNYE	1.7_Design_strength_concrete.en.vtt	the<00:00:00.329><c> compressive</c><00:00:01.319><c> stress</c><00:00:01.709><c> in</c><00:00:02.100><c> the</c><00:00:02.250><c> concrete</c> the compressive stress in the concrete the compressive stress in the concrete can<00:00:03.600><c> be</c><00:00:03.770><c> measured</c><00:00:04.770><c> or</c><00:00:05.009><c> expressed</c><00:00:05.940><c> in</c><00:00:06.299><c> terms</c><00:00:06.779><c> of</c> can be measured or expressed in terms of can be measured or expressed in terms of 150<00:00:08.580><c> and</c><00:00:08.849><c> thank</c><00:00:09.150><c> you</c> 150 and thank you 150 and thank you crossing<00:00:10.349><c> strength</c><00:00:10.710><c> at</c><00:00:11.010><c> the</c><00:00:11.400><c> age</c><00:00:11.639><c> of</c><00:00:12.030><c> 28</c><00:00:12.480><c> days</c> crossing strength at the age of 28 days crossing strength at the age of 28 days or<00:00:13.710><c> in</c><00:00:14.519><c> the</c><00:00:14.849><c> form</c><00:00:15.179><c> of</c><00:00:15.590><c> 150</c><00:00:16.590><c> event</c><00:00:17.070><c> diameters</c> or in the form of 150 event diameters or in the form of 150 event diameters Linda<00:00:18.330><c> with</c><00:00:18.900><c> the</c><00:00:19.109><c> height</c><00:00:19.410><c> of</c><00:00:19.650><c> 300</c><00:00:20.369><c> mm</c><00:00:22.100><c> the</c> Linda with the height of 300 mm the Linda with the height of 300 mm the cylinder<00:00:23.850><c> strains</c><00:00:24.269><c> are</c><00:00:24.689><c> normally</c><00:00:25.470><c> smaller</c> cylinder strains are normally smaller cylinder strains are normally smaller than<00:00:26.580><c> the</c><00:00:26.910><c> cube</c><00:00:27.269><c> strain</c><00:00:28.189><c> which</c><00:00:29.189><c> is</c><00:00:29.220><c> about</c><00:00:30.119><c> 60%</c> than the cube strain which is about 60% than the cube strain which is about 60% of<00:00:31.529><c> the</c><00:00:31.740><c> cube</c><00:00:32.189><c> strength</c><00:00:33.800><c> it</c><00:00:34.800><c> is</c><00:00:35.070><c> not</c><00:00:35.340><c> that</c><00:00:35.790><c> all</c> of the cube strength it is not that all of the cube strength it is not that all the<00:00:36.450><c> design</c><00:00:37.290><c> calculations</c><00:00:38.219><c> in</c><00:00:38.610><c> Europe</c><00:00:39.030><c> co2</c> the design calculations in Europe co2 the design calculations in Europe co2 has<00:00:40.620><c> to</c><00:00:40.950><c> be</c><00:00:41.160><c> based</c><00:00:41.670><c> on</c><00:00:41.940><c> the</c><00:00:42.180><c> characteristics</c> has to be based on the characteristics has to be based on the characteristics in<00:00:43.649><c> inter</c><00:00:44.070><c> strain</c><00:00:44.489><c> which</c><00:00:45.149><c> is</c><00:00:45.180><c> termed</c><00:00:45.960><c> as</c><00:00:46.230><c> fck</c> in inter strain which is termed as fck in inter strain which is termed as fck the<00:00:49.379><c> cube</c><00:00:49.710><c> strain</c><00:00:50.070><c> may</c><00:00:50.520><c> however</c><00:00:50.789><c> be</c><00:00:51.210><c> used</c><00:00:51.750><c> for</c> the cube strain may however be used for the cube strain may however be used for compliant<00:00:52.980><c> purpose</c><00:00:53.430><c> and</c><00:00:53.820><c> it</c><00:00:54.660><c> is</c><00:00:54.690><c> normally</c> compliant purpose and it is normally compliant purpose and it is normally term<00:00:56.129><c> as</c><00:00:56.489><c> fck</c><00:00:57.449><c> cube</c><00:01:00.559><c> this</c><00:01:01.559><c> represent</c><00:01:02.780><c> typical</c> term as fck cube this represent typical term as fck cube this represent typical specifications<00:01:05.250><c> to</c><00:01:05.700><c> indicate</c><00:01:06.409><c> concrete</c> specifications to indicate concrete specifications to indicate concrete grade<00:01:08.750><c> the</c><00:01:09.750><c> first</c><00:01:10.080><c> number</c><00:01:10.619><c> here</c><00:01:11.420><c> represent</c> grade the first number here represent grade the first number here represent the<00:01:13.220><c> characteristics</c><00:01:14.220><c> in</c><00:01:14.580><c> interest</c><00:01:15.060><c> rain</c><00:01:15.830><c> the</c> the characteristics in interest rain the the characteristics in interest rain the second<00:01:17.280><c> number</c><00:01:17.780><c> normally</c><00:01:18.780><c> is</c><00:01:19.140><c> bigger</c><00:01:19.890><c> than</c> second number normally is bigger than second number normally is bigger than the<00:01:20.520><c> first</c><00:01:20.790><c> number</c><00:01:21.000><c> and</c><00:01:21.869><c> it's</c><00:01:22.680><c> normally</c> the first number and it's normally the first number and it's normally represents<00:01:24.630><c> a</c><00:01:25.340><c> characteristic</c><00:01:26.340><c> cube</c> represents a characteristic cube represents a characteristic cube strength<00:01:27.180><c> of</c><00:01:27.540><c> the</c><00:01:27.930><c> concrete</c><00:01:29.960><c> in</c><00:01:30.960><c> the</c><00:01:31.259><c> design</c> strength of the concrete in the design strength of the concrete in the design of<00:01:32.509><c> eurocode</c><00:01:33.680><c> the</c><00:01:34.680><c> concrete</c><00:01:35.610><c> grade</c><00:01:35.850><c> are</c><00:01:36.270><c> based</c> of eurocode the concrete grade are based of eurocode the concrete grade are based on<00:01:37.200><c> the</c><00:01:37.409><c> first</c><00:01:37.680><c> number</c><00:01:39.020><c> therefore</c><00:01:40.040><c> for</c><00:01:41.040><c> the</c> on the first number therefore for the on the first number therefore for the concrete<00:01:41.729><c> break</c><00:01:42.119><c> here</c><00:01:42.600><c> the</c><00:01:43.340><c> f-ck</c><00:01:44.340><c> will</c><00:01:44.759><c> be</c> concrete break here the f-ck will be concrete break here the f-ck will be equal<00:01:45.659><c> to</c><00:01:45.979><c> 35</c><00:01:48.079><c> in</c><00:01:49.079><c> our</c><00:01:49.470><c> previous</c><00:01:50.100><c> video</c><00:01:50.369><c> we</c> equal to 35 in our previous video we equal to 35 in our previous video we have<00:01:51.450><c> discussed</c><00:01:51.479><c> that</c><00:01:52.320><c> the</c><00:01:53.159><c> design</c><00:01:53.939><c> strengths</c> have discussed that the design strengths have discussed that the design strengths are<00:01:54.840><c> normally</c><00:01:55.619><c> lower</c><00:01:56.369><c> than</c><00:01:57.060><c> the</c> are normally lower than the are normally lower than the characteristic<00:01:57.899><c> strength</c><00:01:58.530><c> as</c><00:01:58.939><c> they</c><00:01:59.939><c> are</c> characteristic strength as they are characteristic strength as they are considerations<00:02:02.100><c> in</c> considerations in considerations in a<00:02:02.820><c> factor</c><00:02:03.820><c> of</c><00:02:04.120><c> safety</c><00:02:04.600><c> of</c><00:02:05.170><c> the</c><00:02:05.470><c> concrete</c><00:02:07.080><c> this</c> a factor of safety of the concrete this a factor of safety of the concrete this can<00:02:08.560><c> be</c><00:02:08.800><c> expressed</c><00:02:09.369><c> in</c><00:02:09.820><c> the</c><00:02:10.200><c> equations</c> can be expressed in the equations can be expressed in the equations indicated<00:02:12.280><c> here</c><00:02:12.670><c> the</c><00:02:13.740><c> design</c><00:02:14.740><c> compressive</c> indicated here the design compressive indicated here the design compressive strength<00:02:15.850><c> is</c><00:02:16.440><c> represented</c><00:02:17.440><c> by</c><00:02:17.800><c> F</c><00:02:18.190><c> C</c><00:02:18.700><c> D</c><00:02:19.020><c> while</c> strength is represented by F C D while strength is represented by F C D while FC<00:02:21.010><c> TD</c><00:02:21.520><c> is</c><00:02:22.230><c> representing</c><00:02:23.230><c> the</c><00:02:23.650><c> design</c><00:02:24.340><c> tensile</c> FC TD is representing the design tensile FC TD is representing the design tensile strength<00:02:27.510><c> the</c><00:02:28.510><c> factor</c><00:02:29.440><c> of</c><00:02:29.620><c> safety</c><00:02:29.710><c> of</c><00:02:30.480><c> RCC</c><00:02:31.480><c> and</c> strength the factor of safety of RCC and strength the factor of safety of RCC and gamma<00:02:32.530><c> see</c><00:02:34.260><c> the</c><00:02:35.280><c> design</c><00:02:36.280><c> compressive</c> gamma see the design compressive gamma see the design compressive strength<00:02:37.420><c> and</c><00:02:37.690><c> designers</c><00:02:38.440><c> RN</c><00:02:39.010><c> is</c><00:02:39.520><c> governed</c><00:02:40.330><c> by</c> strength and designers RN is governed by strength and designers RN is governed by the<00:02:41.490><c> characteristics</c><00:02:42.490><c> in</c><00:02:42.790><c> interest</c><00:02:43.300><c> rate</c><00:02:43.540><c> and</c> the characteristics in interest rate and the characteristics in interest rate and also<00:02:44.470><c> characteristic</c><00:02:45.160><c> Asia</c><00:02:46.030><c> tensile</c> also characteristic Asia tensile also characteristic Asia tensile strength<00:02:47.350><c> of</c><00:02:47.620><c> the</c><00:02:47.680><c> concrete</c><00:02:49.440><c> the</c> strength of the concrete the strength of the concrete the characteristic<00:02:51.550><c> cylinder</c><00:02:52.330><c> strain</c><00:02:52.750><c> is</c> characteristic cylinder strain is characteristic cylinder strain is represented<00:02:54.850><c> by</c><00:02:55.000><c> the</c><00:02:55.380><c> concrete</c><00:02:56.380><c> grade</c><00:02:57.060><c> as</c><00:02:58.060><c> for</c> represented by the concrete grade as for represented by the concrete grade as for the<00:02:58.780><c> characteristic</c><00:02:59.620><c> tensile</c><00:03:00.490><c> strength</c><00:03:01.360><c> FC</c> the characteristic tensile strength FC the characteristic tensile strength FC TK<00:03:02.860><c> is</c><00:03:03.760><c> obtained</c><00:03:04.480><c> from</c><00:03:04.810><c> table</c><00:03:05.500><c> 3.1</c><00:03:06.370><c> in</c><00:03:07.000><c> the</c> TK is obtained from table 3.1 in the TK is obtained from table 3.1 in the functions<00:03:08.140><c> of</c><00:03:08.640><c> f-ck</c><00:03:11.310><c> gamma</c><00:03:12.310><c> C</c><00:03:12.880><c> here</c><00:03:13.470><c> represent</c> functions of f-ck gamma C here represent functions of f-ck gamma C here represent partial<00:03:15.580><c> safety</c><00:03:16.390><c> factor</c><00:03:17.380><c> of</c><00:03:17.709><c> concrete</c><00:03:18.550><c> which</c> partial safety factor of concrete which partial safety factor of concrete which is<00:03:19.510><c> equal</c><00:03:20.170><c> to</c><00:03:20.500><c> 1.5</c><00:03:21.510><c> in</c><00:03:22.510><c> accordance</c><00:03:23.290><c> to</c><00:03:23.440><c> the</c> is equal to 1.5 in accordance to the is equal to 1.5 in accordance to the class<00:03:24.220><c> two</c><00:03:24.640><c> point</c><00:03:25.000><c> four</c><00:03:25.330><c> point</c><00:03:25.720><c> two</c><00:03:26.110><c> point</c> class two point four point two point class two point four point two point four<00:03:28.230><c> this</c><00:03:29.230><c> number</c><00:03:29.890><c> is</c><00:03:30.250><c> obtained</c><00:03:31.120><c> from</c><00:03:31.420><c> Table</c> four this number is obtained from Table four this number is obtained from Table two<00:03:32.620><c> point</c><00:03:33.070><c> one</c><00:03:33.340><c> and</c><00:03:33.580><c> in</c><00:03:34.090><c> eurocode</c><00:03:35.400><c> the</c><00:03:36.400><c> factor</c> two point one and in eurocode the factor two point one and in eurocode the factor of<00:03:37.060><c> safety</c><00:03:37.570><c> of</c><00:03:38.080><c> concrete</c><00:03:39.000><c> steel</c><00:03:40.000><c> and</c> of safety of concrete steel and of safety of concrete steel and prestressing<00:03:41.500><c> steel</c><00:03:41.980><c> are</c><00:03:42.580><c> indicated</c><00:03:43.510><c> here</c> prestressing steel are indicated here prestressing steel are indicated here for<00:03:45.580><c> normal</c><00:03:46.260><c> circumstances</c><00:03:47.260><c> the</c><00:03:48.130><c> persistence</c> for normal circumstances the persistence for normal circumstances the persistence and<00:03:49.540><c> transient</c><00:03:50.470><c> conditions</c><00:03:51.250><c> are</c><00:03:51.700><c> referred</c> and transient conditions are referred and transient conditions are referred the<00:03:54.340><c> factor</c><00:03:55.000><c> alpha</c><00:03:55.269><c> C</c><00:03:55.810><c> C</c><00:03:56.140><c> and</c><00:03:56.410><c> alpha</c><00:03:56.799><c> C</c><00:03:57.370><c> T</c> the factor alpha C C and alpha C T the factor alpha C C and alpha C T represent<00:03:59.080><c> the</c><00:03:59.440><c> coefficients</c><00:03:59.920><c> of</c> represent the coefficients of represent the coefficients of long-term<00:04:01.530><c> effect</c><00:04:02.070><c> and</c><00:04:02.310><c> of</c><00:04:03.350><c> unfavorable</c> long-term effect and of unfavorable long-term effect and of unfavorable effect<00:04:04.920><c> of</c><00:04:05.160><c> the</c><00:04:05.720><c> compressive</c><00:04:06.720><c> or</c><00:04:06.930><c> tensile</c> effect of the compressive or tensile effect of the compressive or tensile strength<00:04:10.340><c> these</c><00:04:11.340><c> factors</c><00:04:12.060><c> are</c><00:04:12.360><c> normally</c> strength these factors are normally strength these factors are normally assumed<00:04:14.010><c> s</c><00:04:14.360><c> 1.0</c><00:04:15.360><c> as</c><00:04:15.860><c> recommended</c><00:04:16.860><c> in</c><00:04:17.430><c> neural</c> assumed s 1.0 as recommended in neural assumed s 1.0 as recommended in neural code<00:04:18.299><c> 2</c><00:04:18.630><c> part</c><00:04:19.170><c> 1</c><00:04:20.360><c> for</c><00:04:21.360><c> more</c><00:04:21.780><c> precise</c> code 2 part 1 for more precise code 2 part 1 for more precise calculations calculations calculations Rukhsana<00:04:24.630><c> and</c><00:04:24.810><c> NEX</c><00:04:25.140><c> can</c><00:04:25.680><c> be</c><00:04:25.980><c> referred</c><00:04:27.650><c> the</c> Rukhsana and NEX can be referred the Rukhsana and NEX can be referred the factor<00:04:29.280><c> normally</c><00:04:30.000><c> range</c><00:04:30.390><c> between</c><00:04:31.070><c> 0.8</c><00:04:32.360><c> 1.0</c>
9	AJ_Qyq36uYU	1.8 Modulus of elasticity concrete	https://www.youtube.com/watch?v=AJ_Qyq36uYU	1.8_Modulus_of_elasticity_concrete.en.vtt	the<00:00:00.179><c> modulus</c><00:00:01.050><c> of</c><00:00:01.380><c> elasticity</c><00:00:02.300><c> can</c><00:00:03.300><c> be</c> the modulus of elasticity can be the modulus of elasticity can be obtained<00:00:04.319><c> from</c><00:00:04.650><c> the</c><00:00:05.160><c> stress-strain</c><00:00:05.700><c> curve</c><00:00:06.450><c> of</c> obtained from the stress-strain curve of obtained from the stress-strain curve of the<00:00:07.440><c> concrete</c><00:00:08.330><c> this</c><00:00:09.330><c> figure</c><00:00:09.990><c> shows</c><00:00:10.679><c> the</c> the concrete this figure shows the the concrete this figure shows the stress-strain<00:00:11.780><c> relationship</c><00:00:12.780><c> of</c><00:00:13.440><c> a</c><00:00:13.889><c> concrete</c> stress-strain relationship of a concrete stress-strain relationship of a concrete as<00:00:14.759><c> a</c><00:00:15.330><c> dot</c><00:00:15.780><c> from</c><00:00:16.199><c> figures</c><00:00:17.029><c> 3.2</c><00:00:18.029><c> of</c><00:00:18.590><c> eurocode</c> as a dot from figures 3.2 of eurocode as a dot from figures 3.2 of eurocode the<00:00:21.900><c> y</c><00:00:22.140><c> as</c><00:00:22.439><c> this</c><00:00:22.740><c> is</c><00:00:23.570><c> representing</c><00:00:24.570><c> the</c><00:00:24.840><c> stress</c> the y as this is representing the stress the y as this is representing the stress while<00:00:26.010><c> the</c><00:00:26.400><c> excesses</c><00:00:27.289><c> represent</c><00:00:28.289><c> the</c> while the excesses represent the while the excesses represent the strength<00:00:29.220><c> of</c><00:00:29.580><c> the</c><00:00:29.880><c> concrete</c><00:00:31.250><c> the</c><00:00:32.250><c> highest</c> strength of the concrete the highest strength of the concrete the highest stress<00:00:33.570><c> value</c><00:00:34.079><c> is</c><00:00:35.090><c> FCM</c><00:00:36.090><c> which</c><00:00:36.960><c> is</c><00:00:37.290><c> the</c><00:00:37.620><c> mean</c> stress value is FCM which is the mean stress value is FCM which is the mean value<00:00:38.430><c> of</c><00:00:38.700><c> the</c><00:00:39.090><c> concrete</c><00:00:40.079><c> cylinder</c> value of the concrete cylinder value of the concrete cylinder compressive<00:00:41.730><c> strength</c><00:00:42.590><c> the</c><00:00:43.590><c> relevant</c><00:00:44.460><c> value</c> compressive strength the relevant value compressive strength the relevant value can<00:00:45.570><c> be</c><00:00:45.600><c> obtained</c><00:00:46.469><c> from</c><00:00:46.770><c> TEVAR</c><00:00:47.450><c> 3.1</c><00:00:48.450><c> in</c><00:00:48.780><c> Yuriko</c> can be obtained from TEVAR 3.1 in Yuriko can be obtained from TEVAR 3.1 in Yuriko to<00:00:52.160><c> the</c><00:00:53.160><c> string</c><00:00:53.520><c> at</c><00:00:53.850><c> the</c><00:00:54.149><c> peak</c><00:00:54.449><c> stress</c><00:00:54.899><c> is</c> to the string at the peak stress is to the string at the peak stress is represented<00:00:56.850><c> by</c><00:00:56.879><c> a</c><00:00:57.449><c> Salaam</c><00:00:58.020><c> c1</c><00:00:58.800><c> well</c><00:00:59.730><c> the</c> represented by a Salaam c1 well the represented by a Salaam c1 well the ultimate<00:01:00.719><c> compressive</c><00:01:01.410><c> strain</c><00:01:02.039><c> is</c> ultimate compressive strain is ultimate compressive strain is represented<00:01:03.809><c> by</c><00:01:03.840><c> a</c><00:01:04.350><c> salon</c><00:01:04.920><c> see</c><00:01:05.280><c> you</c><00:01:05.580><c> won</c><00:01:06.650><c> the</c> represented by a salon see you won the represented by a salon see you won the ultimate<00:01:07.950><c> compressive</c><00:01:08.909><c> strength</c><00:01:09.510><c> of</c><00:01:09.720><c> the</c> ultimate compressive strength of the ultimate compressive strength of the concrete<00:01:10.130><c> can</c><00:01:11.130><c> be</c><00:01:11.400><c> obtained</c><00:01:12.090><c> from</c><00:01:12.360><c> table</c><00:01:13.080><c> 3.1</c> concrete can be obtained from table 3.1 concrete can be obtained from table 3.1 in<00:01:14.549><c> Yuriko</c><00:01:15.299><c> 2</c><00:01:15.630><c> part</c><00:01:16.140><c> 1</c><00:01:18.290><c> the</c><00:01:19.290><c> modulus</c><00:01:20.100><c> of</c> in Yuriko 2 part 1 the modulus of in Yuriko 2 part 1 the modulus of elasticity<00:01:21.210><c> of</c><00:01:21.689><c> the</c><00:01:22.500><c> concrete</c><00:01:23.060><c> can</c><00:01:24.060><c> be</c> elasticity of the concrete can be elasticity of the concrete can be obtained<00:01:25.080><c> based</c><00:01:25.619><c> on</c><00:01:26.009><c> the</c><00:01:26.400><c> gradient</c><00:01:26.939><c> of</c><00:01:27.600><c> the</c> obtained based on the gradient of the obtained based on the gradient of the stress-strain<00:01:29.130><c> curve</c><00:01:30.409><c> first</c><00:01:31.409><c> you</c><00:01:31.920><c> need</c><00:01:32.189><c> to</c> stress-strain curve first you need to stress-strain curve first you need to determine<00:01:33.030><c> the</c><00:01:33.869><c> FCN</c><00:01:35.450><c> and</c><00:01:36.450><c> then</c><00:01:36.750><c> draw</c><00:01:37.259><c> a</c> determine the FCN and then draw a determine the FCN and then draw a horizontal<00:01:37.829><c> line</c><00:01:38.400><c> at</c><00:01:39.439><c> 0.4</c><00:01:40.439><c> f</c><00:01:40.770><c> CM</c><00:01:42.200><c> the</c> horizontal line at 0.4 f CM the horizontal line at 0.4 f CM the intersections<00:01:44.189><c> between</c><00:01:44.520><c> the</c><00:01:45.180><c> curve</c><00:01:45.570><c> here</c><00:01:46.140><c> and</c> intersections between the curve here and intersections between the curve here and the<00:01:47.700><c> horizontal</c><00:01:48.060><c> line</c><00:01:48.720><c> here</c><00:01:49.520><c> will</c><00:01:50.520><c> be</c><00:01:50.880><c> the</c> the horizontal line here will be the the horizontal line here will be the point<00:01:51.750><c> of</c><00:01:52.579><c> 0.4</c><00:01:53.579><c> FC</c><00:01:54.390><c> m</c><00:01:55.460><c> draw</c><00:01:56.460><c> a</c><00:01:56.700><c> line</c><00:01:57.000><c> from</c><00:01:57.420><c> the</c> point of 0.4 FC m draw a line from the point of 0.4 FC m draw a line from the origin<00:01:57.659><c> to</c><00:01:58.530><c> the</c> origin to the origin to the section<00:02:00.079><c> point</c><00:02:00.460><c> the</c><00:02:01.460><c> gradient</c><00:02:01.789><c> here</c> section point the gradient here section point the gradient here represent<00:02:03.740><c> the</c><00:02:04.100><c> modulus</c><00:02:04.939><c> of</c><00:02:05.299><c> elasticity</c><00:02:06.079><c> or</c> represent the modulus of elasticity or represent the modulus of elasticity or to<00:02:07.819><c> be</c><00:02:08.030><c> more</c><00:02:08.269><c> exact</c><00:02:08.780><c> is</c><00:02:09.399><c> ECM</c><00:02:10.399><c> which</c><00:02:11.150><c> is</c><00:02:11.569><c> the</c> to be more exact is ECM which is the to be more exact is ECM which is the second<00:02:12.530><c> modelers</c><00:02:13.310><c> of</c><00:02:13.640><c> elasticity</c><00:02:15.640><c> this</c><00:02:16.640><c> value</c> second modelers of elasticity this value second modelers of elasticity this value can<00:02:17.690><c> be</c><00:02:17.750><c> obtained</c><00:02:18.440><c> from</c><00:02:18.620><c> table</c><00:02:19.489><c> 3.1</c><00:02:20.330><c> also</c><00:02:22.269><c> the</c> can be obtained from table 3.1 also the can be obtained from table 3.1 also the short<00:02:23.810><c> term</c><00:02:24.140><c> modulus</c><00:02:24.920><c> of</c><00:02:25.190><c> elasticity</c><00:02:25.790><c> of</c><00:02:26.450><c> a</c> short term modulus of elasticity of a short term modulus of elasticity of a normal<00:02:27.319><c> concrete</c><00:02:28.090><c> based</c><00:02:29.090><c> on</c><00:02:29.450><c> different</c> normal concrete based on different normal concrete based on different grades<00:02:30.530><c> are</c><00:02:31.160><c> given</c><00:02:31.849><c> here</c><00:02:34.180><c> some</c><00:02:35.410><c> modifications</c> grades are given here some modifications grades are given here some modifications can<00:02:36.950><c> be</c><00:02:37.010><c> made</c><00:02:37.269><c> when</c><00:02:38.269><c> aggregate</c><00:02:39.340><c> limestone</c><00:02:40.340><c> and</c> can be made when aggregate limestone and can be made when aggregate limestone and balsa<00:02:42.019><c> is</c><00:02:42.290><c> use</c><00:02:45.459><c> modifications</c><00:02:46.459><c> of</c><00:02:48.280><c> 0.9</c><00:02:49.280><c> and</c> balsa is use modifications of 0.9 and balsa is use modifications of 0.9 and 1.2<00:02:51.140><c> factors</c><00:02:52.099><c> can</c><00:02:52.940><c> be</c><00:02:53.269><c> applied</c><00:02:53.959><c> to</c><00:02:54.230><c> the</c><00:02:55.569><c> second</c> 1.2 factors can be applied to the second 1.2 factors can be applied to the second model<00:02:56.930><c> is</c><00:02:57.379><c> given</c><00:02:58.099><c> here</c><00:02:58.870><c> under</c><00:02:59.870><c> these</c> model is given here under these model is given here under these circumstances
10	fKVaO289vO4	1.9 Stress-strain relationship of steel	https://www.youtube.com/watch?v=fKVaO289vO4	1.9_Stress-strain_relationship_of_steel.en.vtt	this<00:00:00.799><c> figure</c><00:00:01.520><c> shows</c><00:00:02.159><c> a</c><00:00:02.399><c> stress</c><00:00:02.800><c> strain</c> this figure shows a stress strain this figure shows a stress strain diagram diagram diagram of<00:00:04.240><c> typical</c><00:00:05.040><c> reinforcing</c><00:00:05.920><c> steel</c><00:00:06.879><c> as</c> of typical reinforcing steel as of typical reinforcing steel as obtained<00:00:08.000><c> from</c><00:00:09.200><c> figure</c><00:00:09.880><c> 3.7</c> obtained from figure 3.7 obtained from figure 3.7 euro<00:00:11.519><c> code</c><00:00:11.840><c> 2</c><00:00:12.480><c> part</c><00:00:12.799><c> 1.</c> euro code 2 part 1. euro code 2 part 1. there<00:00:15.040><c> are</c><00:00:15.360><c> hot</c><00:00:15.679><c> rolls</c><00:00:16.000><c> to</c><00:00:16.160><c> you</c><00:00:16.640><c> and</c><00:00:17.039><c> core</c> there are hot rolls to you and core there are hot rolls to you and core works works works steel<00:00:20.000><c> the</c><00:00:20.320><c> stress</c><00:00:20.800><c> rank</c><00:00:21.119><c> curve</c> steel the stress rank curve steel the stress rank curve differs<00:00:22.480><c> slightly</c><00:00:23.199><c> between</c><00:00:23.760><c> the</c><00:00:24.000><c> two</c><00:00:24.480><c> types</c> differs slightly between the two types differs slightly between the two types of<00:00:24.960><c> steel</c> of steel of steel there<00:00:27.279><c> is</c><00:00:27.599><c> a</c><00:00:27.920><c> sharp</c><00:00:28.240><c> turning</c><00:00:28.800><c> point</c><00:00:29.599><c> on</c> there is a sharp turning point on there is a sharp turning point on the<00:00:30.320><c> stress</c><00:00:30.800><c> strength</c><00:00:31.279><c> curve</c><00:00:32.000><c> of</c><00:00:32.239><c> the</c><00:00:32.640><c> hot</c> the stress strength curve of the hot the stress strength curve of the hot roll<00:00:33.200><c> still</c> roll still roll still while<00:00:35.040><c> the</c><00:00:35.440><c> turning</c><00:00:36.000><c> point</c><00:00:36.480><c> here</c> while the turning point here while the turning point here is<00:00:38.000><c> not</c><00:00:38.480><c> that</c><00:00:38.800><c> obvious</c><00:00:39.600><c> for</c><00:00:39.920><c> the</c> is not that obvious for the is not that obvious for the core<00:00:40.800><c> work</c><00:00:41.040><c> steel</c> the<00:00:44.000><c> sharp</c><00:00:44.399><c> turning</c><00:00:44.960><c> point</c><00:00:45.360><c> here</c><00:00:46.160><c> represents</c> the sharp turning point here represents the sharp turning point here represents the<00:00:47.520><c> u</c><00:00:47.920><c> point</c><00:00:48.559><c> of</c><00:00:48.879><c> the</c><00:00:49.360><c> hot</c><00:00:49.680><c> roll</c><00:00:49.920><c> steel</c> the u point of the hot roll steel the u point of the hot roll steel in<00:00:52.399><c> order</c><00:00:52.879><c> to</c><00:00:53.280><c> determine</c><00:00:54.079><c> the</c><00:00:54.320><c> u</c><00:00:54.640><c> strength</c> in order to determine the u strength in order to determine the u strength of<00:00:55.520><c> the</c><00:00:55.840><c> chord</c><00:00:56.840><c> studio</c><00:00:58.239><c> you</c><00:00:58.399><c> need</c><00:00:58.640><c> to</c><00:00:58.879><c> draw</c> of the chord studio you need to draw of the chord studio you need to draw an<00:00:59.760><c> offset</c><00:01:00.399><c> line</c><00:01:01.280><c> at</c><00:01:01.800><c> 0.2</c><00:01:02.879><c> percent</c> an offset line at 0.2 percent an offset line at 0.2 percent strength<00:01:06.159><c> this</c><00:01:06.560><c> offset</c><00:01:07.119><c> line</c> strength this offset line strength this offset line intersects<00:01:08.799><c> with</c><00:01:09.040><c> the</c><00:01:09.360><c> stress</c><00:01:09.840><c> rank</c><00:01:10.159><c> curve</c> intersects with the stress rank curve intersects with the stress rank curve at<00:01:12.000><c> this</c><00:01:12.400><c> point</c><00:01:13.360><c> and</c> at this point and at this point and this<00:01:14.880><c> is</c><00:01:15.200><c> considered</c><00:01:16.080><c> as</c><00:01:16.400><c> the</c><00:01:16.799><c> viewpoint</c><00:01:17.600><c> of</c> this is considered as the viewpoint of this is considered as the viewpoint of the the the core<00:01:18.640><c> work</c><00:01:18.880><c> still</c> the<00:01:22.080><c> ultimate</c><00:01:22.960><c> strength</c><00:01:23.680><c> is</c><00:01:24.320><c> represented</c><00:01:25.280><c> by</c> the ultimate strength is represented by the ultimate strength is represented by epsilon<00:01:26.640><c> uk</c><00:01:27.840><c> it</c><00:01:28.080><c> is</c><00:01:28.439><c> corresponded</c> epsilon uk it is corresponded epsilon uk it is corresponded with<00:01:30.240><c> the</c><00:01:31.119><c> ultimate</c><00:01:31.920><c> tensile</c><00:01:32.640><c> stress</c> with the ultimate tensile stress with the ultimate tensile stress before<00:01:34.320><c> the</c><00:01:34.560><c> u</c><00:01:34.880><c> point</c><00:01:36.000><c> the</c><00:01:36.479><c> stress</c> before the u point the stress before the u point the stress developed<00:01:38.200><c> proportionally</c><00:01:39.280><c> to</c><00:01:39.759><c> its</c><00:01:40.079><c> strength</c> developed proportionally to its strength developed proportionally to its strength this<00:01:42.159><c> region</c><00:01:42.880><c> represents</c><00:01:43.759><c> the</c><00:01:44.320><c> elastic</c> this region represents the elastic this region represents the elastic response<00:01:45.759><c> of</c><00:01:46.079><c> the</c> response of the response of the stress<00:01:46.880><c> strength</c><00:01:47.360><c> curve</c> releasing<00:01:51.280><c> the</c><00:01:51.520><c> stress</c><00:01:52.640><c> within</c><00:01:53.280><c> any</c><00:01:53.600><c> part</c> releasing the stress within any part releasing the stress within any part of<00:01:54.240><c> these</c><00:01:54.560><c> regions</c><00:01:55.680><c> will</c><00:01:56.079><c> lead</c><00:01:56.399><c> to</c><00:01:56.799><c> full</c> of these regions will lead to full of these regions will lead to full recovery recovery recovery of<00:01:58.640><c> the</c><00:01:59.439><c> steel</c> exceeding<00:02:03.200><c> the</c><00:02:03.439><c> u</c><00:02:03.759><c> point</c><00:02:04.799><c> the</c><00:02:05.040><c> steel</c><00:02:05.759><c> start</c><00:02:06.159><c> to</c> exceeding the u point the steel start to exceeding the u point the steel start to behave behave behave plastically<00:02:09.440><c> the</c><00:02:09.679><c> strength</c> plastically the strength plastically the strength developed<00:02:10.959><c> rapidly</c><00:02:12.239><c> until</c><00:02:12.879><c> it</c><00:02:13.120><c> reached</c><00:02:13.520><c> the</c> developed rapidly until it reached the developed rapidly until it reached the ultimate<00:02:14.800><c> value</c><00:02:15.440><c> of</c><00:02:15.599><c> the</c><00:02:15.760><c> stress</c> ultimate value of the stress ultimate value of the stress then<00:02:18.480><c> the</c><00:02:18.720><c> stress</c><00:02:19.200><c> resisting</c><00:02:20.080><c> capability</c> then the stress resisting capability then the stress resisting capability of<00:02:21.440><c> the</c><00:02:21.680><c> steel</c><00:02:22.239><c> reduces</c><00:02:23.599><c> until</c> of the steel reduces until of the steel reduces until fractured<00:02:25.280><c> occurred</c> fractured occurred fractured occurred the<00:02:28.000><c> gradient</c><00:02:28.640><c> here</c><00:02:29.840><c> represents</c><00:02:30.800><c> the</c> the gradient here represents the the gradient here represents the modulus<00:02:32.160><c> of</c><00:02:32.440><c> elasticity</c><00:02:33.519><c> of</c><00:02:33.680><c> the</c><00:02:33.840><c> steel</c> modulus of elasticity of the steel modulus of elasticity of the steel which<00:02:35.200><c> is</c><00:02:35.519><c> about</c><00:02:36.000><c> 200</c><00:02:36.720><c> kilo</c><00:02:37.120><c> newton</c><00:02:37.760><c> per</c> which is about 200 kilo newton per which is about 200 kilo newton per mm<00:02:38.640><c> square</c><00:02:41.200><c> the</c><00:02:41.440><c> main</c><00:02:41.840><c> difference</c><00:02:42.480><c> between</c> mm square the main difference between mm square the main difference between the the the hot<00:02:43.760><c> roll</c><00:02:44.000><c> steel</c><00:02:44.640><c> and</c><00:02:44.879><c> coal</c><00:02:45.440><c> steel</c> hot roll steel and coal steel hot roll steel and coal steel is<00:02:46.800><c> the</c><00:02:47.040><c> method</c><00:02:47.599><c> to</c><00:02:48.160><c> determine</c><00:02:49.120><c> the</c><00:02:49.599><c> u</c> is the method to determine the u is the method to determine the u point<00:02:52.000><c> the</c><00:02:52.319><c> response</c> point the response point the response between<00:02:53.840><c> the</c><00:02:54.239><c> stress</c><00:02:54.879><c> and</c><00:02:55.120><c> strength</c><00:02:56.160><c> are</c> between the stress and strength are between the stress and strength are typically typically typically similar<00:02:59.360><c> in</c><00:02:59.519><c> the</c><00:02:59.760><c> design</c> similar in the design similar in the design the<00:03:00.959><c> response</c><00:03:01.760><c> of</c><00:03:02.080><c> stress</c><00:03:02.640><c> strength</c><00:03:03.519><c> curve</c> the response of stress strength curve the response of stress strength curve of<00:03:04.159><c> the</c><00:03:04.400><c> steel</c><00:03:05.360><c> can</c><00:03:05.680><c> be</c><00:03:06.480><c> assumed</c> of the steel can be assumed of the steel can be assumed either<00:03:08.319><c> of</c><00:03:08.720><c> these</c><00:03:09.120><c> two</c> either of these two either of these two as<00:03:11.720><c> demonstrated</c><00:03:12.959><c> in</c><00:03:13.360><c> the</c><00:03:13.840><c> figure</c><00:03:14.400><c> here</c> as demonstrated in the figure here as demonstrated in the figure here as<00:03:15.680><c> extract</c><00:03:16.319><c> from</c><00:03:16.959><c> figure</c><00:03:17.440><c> 3.8</c><00:03:18.480><c> euro</c><00:03:18.959><c> code</c> the<00:03:22.239><c> line</c><00:03:22.720><c> here</c><00:03:23.840><c> as</c><00:03:24.319><c> indicated</c> the line here as indicated the line here as indicated by<00:03:25.920><c> symbol</c><00:03:26.640><c> a</c><00:03:27.040><c> here</c><00:03:27.840><c> is</c><00:03:28.080><c> the</c> by symbol a here is the by symbol a here is the idealized<00:03:29.599><c> response</c><00:03:30.319><c> of</c><00:03:30.480><c> the</c><00:03:30.840><c> steel</c> idealized response of the steel idealized response of the steel the<00:03:33.720><c> characteristics</c><00:03:35.040><c> u</c><00:03:35.360><c> string</c><00:03:35.840><c> is</c><00:03:36.080><c> here</c> the characteristics u string is here the characteristics u string is here the<00:03:37.440><c> ultimate</c><00:03:38.319><c> string</c><00:03:38.959><c> is</c><00:03:39.440><c> here</c> the<00:03:42.239><c> ultimate</c><00:03:42.799><c> string</c><00:03:43.440><c> is</c><00:03:43.920><c> expressed</c> the ultimate string is expressed the ultimate string is expressed in<00:03:45.360><c> a</c><00:03:45.840><c> factor</c><00:03:46.640><c> k</c><00:03:47.519><c> in</c><00:03:47.760><c> terms</c> in a factor k in terms in a factor k in terms of<00:03:48.640><c> its</c><00:03:49.319><c> characteristic</c><00:03:50.400><c> u</c><00:03:50.640><c> string</c> of its characteristic u string of its characteristic u string the<00:03:53.040><c> k</c><00:03:53.519><c> is</c><00:03:53.760><c> the</c><00:03:53.920><c> ratio</c><00:03:54.560><c> between</c><00:03:55.120><c> the</c> the k is the ratio between the the k is the ratio between the characteristic<00:03:56.560><c> tensile</c><00:03:57.200><c> strength</c><00:03:57.760><c> divided</c> characteristic tensile strength divided characteristic tensile strength divided by<00:03:58.879><c> the</c><00:03:59.040><c> characteristic</c> by the characteristic by the characteristic yield<00:04:00.400><c> strength</c><00:04:02.720><c> for</c><00:04:02.879><c> the</c><00:04:03.120><c> design</c><00:04:03.680><c> purpose</c> yield strength for the design purpose yield strength for the design purpose a<00:04:05.200><c> certain</c><00:04:05.760><c> degree</c><00:04:06.480><c> of</c><00:04:06.959><c> allowance</c> a certain degree of allowance a certain degree of allowance is<00:04:08.560><c> provided</c><00:04:10.080><c> to</c><00:04:10.720><c> ensure</c> is provided to ensure is provided to ensure the<00:04:11.840><c> member</c><00:04:12.400><c> will</c><00:04:12.640><c> not</c><00:04:13.040><c> fail</c><00:04:13.560><c> prematurely</c> the member will not fail prematurely the member will not fail prematurely and<00:04:17.280><c> either</c><00:04:18.079><c> of</c><00:04:18.799><c> these</c><00:04:19.359><c> two</c> and either of these two and either of these two curve<00:04:20.639><c> can</c><00:04:20.880><c> be</c><00:04:21.120><c> used</c> this<00:04:24.080><c> two</c><00:04:24.479><c> curve</c><00:04:25.199><c> is</c><00:04:25.600><c> actually</c><00:04:26.560><c> expressed</c> this two curve is actually expressed this two curve is actually expressed in<00:04:27.600><c> these</c><00:04:28.000><c> two</c><00:04:28.400><c> statements</c><00:04:30.160><c> you</c><00:04:30.479><c> may</c> in these two statements you may in these two statements you may design<00:04:31.600><c> the</c><00:04:31.840><c> steel</c><00:04:32.800><c> member</c><00:04:33.759><c> in</c><00:04:34.000><c> accordance</c><00:04:34.880><c> to</c> design the steel member in accordance to design the steel member in accordance to this<00:04:35.840><c> line</c><00:04:37.040><c> however</c><00:04:38.240><c> you</c><00:04:38.479><c> need</c><00:04:38.800><c> to</c> this line however you need to this line however you need to check<00:04:40.000><c> for</c><00:04:40.400><c> the</c><00:04:41.199><c> maximum</c><00:04:42.000><c> stress</c> check for the maximum stress check for the maximum stress at<00:04:42.960><c> uk</c><00:04:44.080><c> to</c><00:04:44.320><c> be</c><00:04:45.040><c> within</c><00:04:45.680><c> the</c><00:04:45.919><c> limit</c> at uk to be within the limit at uk to be within the limit of<00:04:46.880><c> the</c><00:04:47.199><c> k</c><00:04:47.759><c> times</c><00:04:48.479><c> fck</c><00:04:49.360><c> divided</c><00:04:50.080><c> by</c> of the k times fck divided by of the k times fck divided by factor<00:04:51.120><c> of</c><00:04:51.600><c> safety</c> factor of safety factor of safety the<00:04:54.360><c> kfck</c><00:04:55.600><c> is</c><00:04:56.000><c> actually</c><00:04:56.560><c> this</c> the kfck is actually this the kfck is actually this the<00:04:57.840><c> differences</c><00:04:58.639><c> between</c><00:04:59.520><c> this</c><00:04:59.919><c> point</c><00:05:00.479><c> and</c> the differences between this point and the differences between this point and this<00:05:01.039><c> point</c> this point this point is<00:05:02.160><c> due</c><00:05:02.560><c> to</c><00:05:02.800><c> the</c><00:05:03.120><c> factor</c><00:05:03.759><c> of</c><00:05:04.160><c> safety</c> is due to the factor of safety is due to the factor of safety this<00:05:06.960><c> represents</c><00:05:07.840><c> the</c><00:05:08.240><c> stress</c><00:05:08.720><c> limit</c><00:05:09.440><c> of</c> this represents the stress limit of this represents the stress limit of the<00:05:10.560><c> line</c><00:05:11.039><c> here</c><00:05:12.560><c> on</c><00:05:12.800><c> top</c><00:05:13.039><c> of</c><00:05:13.280><c> that</c> the line here on top of that the line here on top of that you<00:05:14.240><c> need</c><00:05:14.479><c> to</c><00:05:14.960><c> check</c><00:05:15.360><c> also</c><00:05:15.919><c> for</c><00:05:16.160><c> the</c><00:05:16.320><c> strength</c> you need to check also for the strength you need to check also for the strength limit limit limit the<00:05:18.880><c> strength</c><00:05:19.360><c> limit</c><00:05:20.000><c> is</c><00:05:20.320><c> determined</c><00:05:21.039><c> by</c> the strength limit is determined by the strength limit is determined by excellent<00:05:22.240><c> ud</c> excellent ud excellent ud which<00:05:23.680><c> is</c><00:05:24.240><c> here</c><00:05:26.240><c> in</c><00:05:26.560><c> another</c><00:05:27.120><c> word</c> which is here in another word which is here in another word if<00:05:28.479><c> this</c><00:05:28.880><c> line</c><00:05:29.360><c> is</c><00:05:29.680><c> being</c><00:05:30.000><c> used</c> if this line is being used if this line is being used you<00:05:31.680><c> need</c><00:05:31.919><c> to</c><00:05:32.240><c> check</c><00:05:32.560><c> for</c><00:05:32.800><c> the</c><00:05:33.039><c> string</c><00:05:33.520><c> limit</c> you need to check for the string limit you need to check for the string limit here here here and<00:05:34.880><c> the</c><00:05:35.039><c> stress</c><00:05:35.520><c> limit</c><00:05:36.840><c> here</c> and the stress limit here and the stress limit here alternatively<00:05:39.919><c> you</c><00:05:40.240><c> may</c><00:05:40.639><c> go</c><00:05:40.960><c> for</c><00:05:41.280><c> a</c><00:05:41.520><c> simpler</c> alternatively you may go for a simpler alternatively you may go for a simpler assumptions<00:05:43.360><c> in</c><00:05:43.520><c> terms</c><00:05:43.840><c> of</c><00:05:44.000><c> design</c><00:05:45.039><c> which</c><00:05:45.360><c> is</c> assumptions in terms of design which is assumptions in terms of design which is more<00:05:46.160><c> conservative</c> more conservative more conservative you<00:05:49.199><c> will</c><00:05:49.440><c> assume</c><00:05:50.080><c> a</c><00:05:50.840><c> horizontal</c><00:05:51.919><c> response</c> you will assume a horizontal response you will assume a horizontal response of<00:05:53.120><c> the</c><00:05:53.360><c> stress</c><00:05:54.800><c> after</c><00:05:55.680><c> reaching</c> of the stress after reaching of the stress after reaching x-u<00:05:57.280><c> point</c><00:05:58.720><c> with</c><00:05:59.039><c> that</c> x-u point with that x-u point with that you<00:06:00.000><c> do</c><00:06:00.240><c> not</c><00:06:00.560><c> need</c><00:06:00.880><c> to</c><00:06:01.440><c> check</c><00:06:01.840><c> for</c><00:06:02.160><c> the</c> you do not need to check for the you do not need to check for the strength<00:06:04.840><c> limit</c> strength limit strength limit both<00:06:06.880><c> assumptions</c><00:06:07.919><c> is</c><00:06:08.400><c> applicable</c> both assumptions is applicable both assumptions is applicable for<00:06:09.520><c> the</c><00:06:09.759><c> design</c><00:06:10.479><c> of</c><00:06:10.800><c> reinforced</c><00:06:11.520><c> complete</c> for the design of reinforced complete for the design of reinforced complete structure
11	pijB9Lj0p1k	1.10 Durability of concrete	https://www.youtube.com/watch?v=pijB9Lj0p1k	1.10_Durability_of_concrete.en.vtt	the<00:00:00.560><c> durability</c><00:00:01.680><c> of</c><00:00:01.839><c> the</c><00:00:02.080><c> concrete</c><00:00:02.879><c> is</c> the durability of the concrete is the durability of the concrete is influenced<00:00:04.080><c> by</c><00:00:04.560><c> several</c><00:00:05.200><c> factors</c> influenced by several factors influenced by several factors these<00:00:07.200><c> include</c><00:00:07.680><c> the</c><00:00:08.080><c> concrete</c><00:00:08.639><c> quality</c> these include the concrete quality these include the concrete quality the<00:00:10.080><c> cementite</c><00:00:11.360><c> the</c><00:00:11.599><c> exposures</c><00:00:12.480><c> conditions</c> the cementite the exposures conditions the cementite the exposures conditions the<00:00:14.000><c> cover</c><00:00:14.559><c> to</c><00:00:14.880><c> reinforcement</c><00:00:15.679><c> bar</c><00:00:16.400><c> and</c> the cover to reinforcement bar and the cover to reinforcement bar and crack<00:00:17.680><c> with</c><00:00:19.439><c> as</c><00:00:19.760><c> for</c><00:00:20.000><c> the</c><00:00:20.160><c> concrete</c><00:00:20.640><c> quality</c> crack with as for the concrete quality crack with as for the concrete quality impervious<00:00:23.519><c> and</c><00:00:23.840><c> chemical</c><00:00:24.720><c> inert</c><00:00:25.279><c> aggregate</c> impervious and chemical inert aggregate impervious and chemical inert aggregate or<00:00:27.039><c> dense</c><00:00:27.439><c> concrete</c><00:00:28.400><c> or</c><00:00:28.960><c> well</c><00:00:29.439><c> compared</c><00:00:29.840><c> to</c> or dense concrete or well compared to or dense concrete or well compared to concrete concrete concrete or<00:00:31.760><c> with</c><00:00:32.320><c> low</c><00:00:32.719><c> water</c><00:00:33.200><c> cement</c><00:00:33.680><c> ratio</c> or with low water cement ratio or with low water cement ratio typically<00:00:35.680><c> give</c><00:00:36.160><c> a</c><00:00:36.559><c> higher</c><00:00:37.120><c> durability</c> typically give a higher durability typically give a higher durability of<00:00:38.640><c> concrete</c> as<00:00:41.760><c> for</c><00:00:41.920><c> the</c><00:00:42.160><c> cementite</c><00:00:43.520><c> the</c><00:00:43.920><c> semen</c><00:00:44.480><c> which</c> as for the cementite the semen which as for the cementite the semen which is<00:00:46.160><c> sulfate</c><00:00:46.719><c> resistance</c> is sulfate resistance is sulfate resistance or<00:00:49.120><c> it</c><00:00:49.680><c> have</c><00:00:50.239><c> a</c><00:00:50.640><c> entrainment</c> or it have a entrainment or it have a entrainment within<00:00:52.399><c> the</c><00:00:52.879><c> concrete</c><00:00:53.440><c> mix</c><00:00:54.480><c> will</c><00:00:54.879><c> have</c> within the concrete mix will have within the concrete mix will have resistance<00:00:56.399><c> to</c><00:00:56.800><c> the</c><00:00:57.280><c> chemical</c><00:00:58.000><c> attack</c> resistance to the chemical attack resistance to the chemical attack and<00:00:59.199><c> resistance</c><00:01:00.079><c> to</c><00:01:00.480><c> freeze</c><00:01:00.960><c> and</c><00:01:01.199><c> tall</c> and resistance to freeze and tall and resistance to freeze and tall conditions we<00:01:04.720><c> need</c><00:01:04.960><c> to</c><00:01:05.360><c> aware</c><00:01:05.920><c> of</c><00:01:06.080><c> the</c><00:01:06.320><c> exposures</c> we need to aware of the exposures we need to aware of the exposures conditions<00:01:07.920><c> also</c> conditions also conditions also such<00:01:09.520><c> as</c><00:01:09.760><c> the</c><00:01:10.000><c> soil</c><00:01:10.880><c> guan</c><00:01:11.200><c> water</c> such as the soil guan water such as the soil guan water sea<00:01:12.640><c> water</c><00:01:13.600><c> the</c><00:01:13.840><c> icing</c><00:01:14.479><c> salt</c> sea water the icing salt sea water the icing salt chemicals<00:01:17.200><c> atmosphere</c><00:01:18.320><c> and</c><00:01:18.799><c> the</c> chemicals atmosphere and the chemicals atmosphere and the humidity<00:01:21.439><c> the</c><00:01:21.840><c> exposures</c><00:01:22.720><c> conditions</c> humidity the exposures conditions humidity the exposures conditions will<00:01:24.080><c> govern</c><00:01:24.799><c> the</c><00:01:25.280><c> other</c><00:01:25.960><c> considerations</c> will govern the other considerations will govern the other considerations like<00:01:27.360><c> the</c><00:01:27.600><c> cementite</c><00:01:28.640><c> concrete</c><00:01:29.280><c> grade</c> like the cementite concrete grade like the cementite concrete grade quality quality quality covers<00:01:32.240><c> and</c><00:01:32.640><c> crack</c><00:01:32.960><c> with</c> covers and crack with covers and crack with [Applause] [Applause] [Applause] and<00:01:36.400><c> also</c><00:01:37.280><c> we</c><00:01:37.520><c> need</c><00:01:37.759><c> to</c><00:01:38.159><c> consider</c> and also we need to consider and also we need to consider for<00:01:39.200><c> the</c><00:01:39.439><c> cover</c><00:01:40.079><c> for</c><00:01:40.320><c> the</c><00:01:40.479><c> reinforcement</c><00:01:41.360><c> bar</c> for the cover for the reinforcement bar for the cover for the reinforcement bar the<00:01:43.040><c> cover</c><00:01:43.600><c> prevents</c><00:01:44.240><c> the</c><00:01:44.680><c> penetrations</c><00:01:45.759><c> or</c> the cover prevents the penetrations or the cover prevents the penetrations or moisture moisture moisture into<00:01:48.079><c> the</c><00:01:48.479><c> concrete</c><00:01:49.360><c> to</c><00:01:49.600><c> be</c><00:01:49.920><c> contact</c><00:01:50.560><c> with</c><00:01:50.880><c> the</c> into the concrete to be contact with the into the concrete to be contact with the reinforcement<00:01:52.159><c> bar</c> reinforcement bar reinforcement bar this<00:01:53.759><c> prevent</c><00:01:54.320><c> the</c><00:01:54.560><c> corrosion</c><00:01:55.439><c> of</c><00:01:55.520><c> the</c> this prevent the corrosion of the this prevent the corrosion of the reinforcement<00:01:56.479><c> bar</c> reinforcement bar reinforcement bar and<00:01:57.840><c> also</c><00:01:58.399><c> provide</c><00:01:58.960><c> fire</c><00:01:59.439><c> resistance</c> and also provide fire resistance and also provide fire resistance as<00:02:01.200><c> reinforcement</c><00:02:02.159><c> bar</c><00:02:02.719><c> is</c><00:02:03.280><c> sensitive</c> as reinforcement bar is sensitive as reinforcement bar is sensitive to<00:02:04.560><c> the</c><00:02:04.960><c> temperature</c> to the temperature to the temperature and<00:02:07.840><c> the</c><00:02:08.080><c> credit</c><00:02:08.720><c> also</c><00:02:09.599><c> is</c><00:02:10.000><c> very</c><00:02:10.399><c> dependent</c> and the credit also is very dependent and the credit also is very dependent of<00:02:11.599><c> the</c><00:02:12.080><c> exposure</c><00:02:12.879><c> class</c><00:02:13.599><c> and</c><00:02:14.000><c> the</c> of the exposure class and the of the exposure class and the applicable<00:02:15.599><c> conditions</c> applicable conditions applicable conditions under<00:02:18.800><c> certain</c><00:02:19.400><c> circumstances</c><00:02:20.640><c> the</c><00:02:21.040><c> crack</c> under certain circumstances the crack under certain circumstances the crack whip<00:02:21.680><c> is</c> whip is whip is not<00:02:22.400><c> allowed</c><00:02:23.440><c> therefore</c><00:02:24.400><c> we</c><00:02:24.560><c> have</c><00:02:24.800><c> to</c> not allowed therefore we have to not allowed therefore we have to consider consider consider that<00:02:26.560><c> into</c><00:02:27.280><c> the</c><00:02:27.760><c> design</c><00:02:28.400><c> of</c><00:02:28.640><c> the</c><00:02:28.879><c> reinforced</c> that into the design of the reinforced that into the design of the reinforced concrete<00:02:30.160><c> element</c> concrete element concrete element the<00:02:32.080><c> selections</c><00:02:32.959><c> of</c><00:02:33.120><c> the</c><00:02:33.360><c> concrete</c><00:02:33.920><c> class</c><00:02:34.640><c> is</c> the selections of the concrete class is the selections of the concrete class is also<00:02:35.920><c> very</c><00:02:36.480><c> dependent</c><00:02:37.440><c> on</c><00:02:37.840><c> the</c><00:02:38.239><c> applications</c> also very dependent on the applications also very dependent on the applications a<00:02:41.280><c> typical</c><00:02:41.920><c> reinforced</c><00:02:42.640><c> concrete</c><00:02:43.280><c> should</c><00:02:43.519><c> not</c> a typical reinforced concrete should not a typical reinforced concrete should not have<00:02:44.080><c> the</c><00:02:44.239><c> strength</c> have the strength have the strength less<00:02:45.280><c> than</c><00:02:45.760><c> 20</c><00:02:46.560><c> fck</c> less than 20 fck less than 20 fck and<00:02:49.120><c> it</c><00:02:49.360><c> is</c><00:02:49.599><c> typically</c><00:02:50.480><c> not</c><00:02:50.879><c> for</c><00:02:51.200><c> the</c> and it is typically not for the and it is typically not for the structural<00:02:52.319><c> usage</c> structural usage structural usage for<00:02:54.640><c> pre-stress</c><00:02:55.360><c> concrete</c><00:02:56.160><c> or</c><00:02:56.480><c> reinforced</c> for pre-stress concrete or reinforced for pre-stress concrete or reinforced concrete<00:02:57.680><c> subjected</c><00:02:58.400><c> to</c> concrete subjected to concrete subjected to correct<00:02:59.360><c> attack</c><00:03:00.640><c> a</c><00:03:00.959><c> minimum</c><00:03:01.840><c> of</c> correct attack a minimum of correct attack a minimum of strength<00:03:03.120><c> 28</c><00:03:04.080><c> is</c><00:03:04.640><c> used</c> strength 28 is used strength 28 is used [Music] [Music] [Music] as<00:03:06.640><c> for</c><00:03:06.879><c> the</c><00:03:07.040><c> foundations</c><00:03:08.640><c> a</c><00:03:08.959><c> minimum</c> as for the foundations a minimum as for the foundations a minimum of<00:03:10.159><c> 30</c><00:03:10.959><c> grade</c><00:03:11.599><c> is</c><00:03:12.080><c> used</c> of 30 grade is used of 30 grade is used higher<00:03:14.879><c> strength</c><00:03:15.360><c> may</c><00:03:15.599><c> be</c><00:03:15.920><c> used</c><00:03:16.640><c> for</c><00:03:17.200><c> the</c> higher strength may be used for the higher strength may be used for the more<00:03:18.879><c> advanced</c><00:03:19.440><c> conditions</c><00:03:20.720><c> for</c><00:03:20.959><c> example</c> more advanced conditions for example more advanced conditions for example for<00:03:23.519><c> the</c><00:03:23.760><c> high</c><00:03:24.000><c> rise</c><00:03:24.400><c> structures</c><00:03:25.920><c> precast</c> for the high rise structures precast for the high rise structures precast members members members pre-stress<00:03:29.200><c> members</c><00:03:30.159><c> and</c><00:03:30.840><c> etc</c> pre-stress members and etc pre-stress members and etc the<00:03:33.200><c> exposures</c><00:03:34.159><c> conditions</c><00:03:35.120><c> of</c><00:03:35.280><c> the</c><00:03:35.760><c> concrete</c> the exposures conditions of the concrete the exposures conditions of the concrete can<00:03:37.599><c> affect</c><00:03:38.159><c> the</c><00:03:38.640><c> choice</c><00:03:39.120><c> of</c><00:03:39.280><c> the</c><00:03:39.519><c> mixed</c> can affect the choice of the mixed can affect the choice of the mixed design design design and<00:03:40.640><c> the</c><00:03:40.879><c> class</c><00:03:41.360><c> of</c><00:03:41.440><c> the</c><00:03:41.760><c> concrete</c> and the class of the concrete and the class of the concrete for<00:03:43.920><c> the</c><00:03:44.239><c> corrosive</c><00:03:45.040><c> conditions</c> for the corrosive conditions for the corrosive conditions denser<00:03:47.760><c> and</c><00:03:48.239><c> higher</c><00:03:48.799><c> strength</c><00:03:49.280><c> concrete</c> denser and higher strength concrete denser and higher strength concrete are<00:03:50.319><c> normally</c><00:03:50.959><c> used</c><00:03:52.799><c> to</c><00:03:53.120><c> prevent</c><00:03:53.760><c> for</c><00:03:54.000><c> the</c> are normally used to prevent for the are normally used to prevent for the chemical chemical chemical attack<00:03:56.080><c> the</c><00:03:56.640><c> amount</c><00:03:57.200><c> of</c><00:03:57.360><c> cement</c> attack the amount of cement attack the amount of cement in<00:03:58.319><c> the</c><00:03:58.560><c> mix</c><00:03:59.519><c> can</c><00:03:59.760><c> be</c><00:04:00.080><c> reduced</c><00:04:00.959><c> and</c><00:04:01.360><c> being</c> in the mix can be reduced and being in the mix can be reduced and being replaced<00:04:02.640><c> by</c> replaced by replaced by the<00:04:03.680><c> other</c><00:04:04.239><c> form</c><00:04:04.720><c> of</c><00:04:05.040><c> the</c><00:04:05.280><c> cementitious</c> the other form of the cementitious the other form of the cementitious materials<00:04:08.080><c> such</c><00:04:08.400><c> as</c><00:04:09.040><c> blast</c><00:04:09.439><c> furnace</c> materials such as blast furnace materials such as blast furnace or<00:04:11.280><c> we</c><00:04:11.439><c> need</c><00:04:11.680><c> to</c><00:04:12.000><c> use</c><00:04:12.400><c> the</c><00:04:13.799><c> sulfate-resistant</c> or we need to use the sulfate-resistant or we need to use the sulfate-resistant cement<00:04:17.759><c> for</c><00:04:18.000><c> the</c><00:04:18.239><c> max</c> cement for the max cement for the max section<00:04:19.680><c> casting</c><00:04:20.880><c> when</c><00:04:21.359><c> they're</c><00:04:21.680><c> going</c><00:04:22.079><c> to</c> section casting when they're going to section casting when they're going to generate<00:04:23.280><c> high</c><00:04:23.759><c> heat</c><00:04:24.080><c> of</c><00:04:24.240><c> hydration</c> generate high heat of hydration generate high heat of hydration low<00:04:26.240><c> heat</c><00:04:26.560><c> semen</c><00:04:27.600><c> can</c><00:04:27.759><c> be</c><00:04:28.000><c> used</c><00:04:28.479><c> in</c><00:04:28.560><c> the</c><00:04:28.720><c> mix</c> low heat semen can be used in the mix low heat semen can be used in the mix when<00:04:30.960><c> high</c><00:04:31.280><c> early</c><00:04:31.680><c> strength</c><00:04:32.160><c> is</c><00:04:32.320><c> required</c> when high early strength is required when high early strength is required rapid<00:04:34.000><c> hardening</c><00:04:34.639><c> sediment</c><00:04:35.280><c> can</c><00:04:35.520><c> be</c><00:04:35.680><c> used</c> rapid hardening sediment can be used rapid hardening sediment can be used and<00:04:37.680><c> the</c><00:04:38.160><c> replace</c><00:04:38.880><c> cementitious</c><00:04:39.919><c> properties</c> and the replace cementitious properties and the replace cementitious properties can<00:04:41.199><c> be</c><00:04:41.440><c> done</c><00:04:41.919><c> by</c><00:04:42.400><c> using</c><00:04:43.120><c> the</c> can be done by using the can be done by using the purple<00:04:44.800><c> rice</c><00:04:45.440><c> fuel</c><00:04:45.919><c> edge</c><00:04:46.639><c> or</c><00:04:47.120><c> ground</c> purple rice fuel edge or ground purple rice fuel edge or ground granulated<00:04:48.800><c> blast</c><00:04:49.360><c> furnish</c><00:04:49.919><c> leg</c> granulated blast furnish leg granulated blast furnish leg lightweight<00:04:52.160><c> material</c><00:04:52.880><c> may</c><00:04:53.120><c> be</c><00:04:53.360><c> used</c><00:04:54.080><c> for</c><00:04:54.240><c> the</c> lightweight material may be used for the lightweight material may be used for the lightweight<00:04:55.040><c> reinforced</c><00:04:55.759><c> concrete</c> lightweight reinforced concrete lightweight reinforced concrete and<00:04:57.600><c> when</c><00:04:58.000><c> there</c><00:04:58.479><c> is</c><00:04:58.720><c> a</c><00:04:58.880><c> requirement</c><00:04:59.759><c> for</c><00:05:00.000><c> the</c> and when there is a requirement for the and when there is a requirement for the radiation<00:05:01.120><c> steel</c> radiation steel radiation steel the<00:05:02.560><c> special</c><00:05:03.280><c> dense</c><00:05:03.759><c> aggregate</c><00:05:04.479><c> can</c><00:05:04.720><c> be</c><00:05:04.919><c> used</c>
12	UpixDlFmUWU	1.11 Specifications of reinforcing steel	https://www.youtube.com/watch?v=UpixDlFmUWU	1.11_Specifications_of_reinforcing_steel.en.vtt	the<00:00:00.320><c> steel</c><00:00:00.880><c> bars</c><00:00:01.439><c> normally</c><00:00:02.000><c> used</c><00:00:02.480><c> in</c> the steel bars normally used in the steel bars normally used in reinforced<00:00:03.439><c> concrete</c><00:00:03.919><c> structures</c> reinforced concrete structures reinforced concrete structures has<00:00:05.520><c> a</c><00:00:05.839><c> specified</c><00:00:06.960><c> characteristic</c><00:00:07.919><c> strength</c> has a specified characteristic strength has a specified characteristic strength of of of 500<00:00:10.160><c> newton</c><00:00:10.719><c> per</c><00:00:11.120><c> mm</c><00:00:11.599><c> square</c> 500 newton per mm square 500 newton per mm square the<00:00:13.440><c> grade</c><00:00:13.840><c> 500</c><00:00:14.559><c> stills</c><00:00:15.440><c> has</c><00:00:16.000><c> replaced</c><00:00:16.640><c> the</c> the grade 500 stills has replaced the the grade 500 stills has replaced the grade<00:00:17.279><c> 250</c> grade 250 grade 250 and<00:00:18.840><c> 460</c><00:00:20.160><c> reinforcing</c><00:00:20.960><c> steel</c> and 460 reinforcing steel and 460 reinforcing steel grade<00:00:23.600><c> 250</c><00:00:24.240><c> steel</c><00:00:24.880><c> are</c><00:00:25.039><c> still</c><00:00:25.519><c> being</c><00:00:26.000><c> used</c> grade 250 steel are still being used grade 250 steel are still being used for<00:00:27.199><c> the</c><00:00:27.599><c> sharing</c><00:00:29.279><c> it</c><00:00:29.599><c> is</c><00:00:29.920><c> a</c> for the sharing it is a for the sharing it is a hot<00:00:30.560><c> roll</c><00:00:31.119><c> mouse</c><00:00:31.599><c> steel</c><00:00:32.079><c> bar</c><00:00:32.800><c> which</c><00:00:33.120><c> is</c> hot roll mouse steel bar which is hot roll mouse steel bar which is usually<00:00:34.880><c> have</c><00:00:35.200><c> a</c><00:00:35.280><c> smooth</c><00:00:35.840><c> surface</c><00:00:36.800><c> so</c><00:00:37.120><c> that</c> usually have a smooth surface so that usually have a smooth surface so that the<00:00:37.600><c> bone</c><00:00:37.920><c> with</c><00:00:38.160><c> the</c><00:00:38.320><c> concrete</c> the bone with the concrete the bone with the concrete is<00:00:39.600><c> due</c><00:00:40.000><c> to</c><00:00:40.320><c> the</c><00:00:40.559><c> adhesions</c><00:00:41.360><c> only</c> is due to the adhesions only is due to the adhesions only without<00:00:44.079><c> the</c><00:00:44.480><c> rigs</c><00:00:44.960><c> on</c><00:00:45.200><c> the</c><00:00:45.360><c> surface</c><00:00:46.000><c> of</c><00:00:46.160><c> the</c> without the rigs on the surface of the without the rigs on the surface of the reinforcement<00:00:47.200><c> bar</c> reinforcement bar reinforcement bar the<00:00:48.559><c> mechanical</c><00:00:49.600><c> interlocking</c><00:00:50.480><c> between</c><00:00:51.039><c> the</c> the mechanical interlocking between the the mechanical interlocking between the steel<00:00:51.760><c> and</c><00:00:51.920><c> the</c><00:00:52.160><c> concrete</c> steel and the concrete steel and the concrete is<00:00:53.280><c> unable</c><00:00:54.079><c> to</c><00:00:54.480><c> ensure</c> is unable to ensure is unable to ensure as<00:00:57.199><c> the</c><00:00:57.840><c> grade</c><00:00:58.239><c> of</c><00:00:58.399><c> steel</c><00:00:58.960><c> is</c><00:00:59.280><c> not</c><00:00:59.600><c> really</c><00:01:00.079><c> high</c> as the grade of steel is not really high as the grade of steel is not really high the<00:01:02.000><c> mechanical</c><00:01:02.960><c> interlocking</c> the mechanical interlocking the mechanical interlocking may<00:01:04.879><c> not</c><00:01:05.199><c> be</c><00:01:05.519><c> necessary</c> may not be necessary may not be necessary the<00:01:08.159><c> two</c><00:01:08.640><c> types</c><00:01:08.960><c> of</c><00:01:09.360><c> steel</c><00:01:10.479><c> are</c><00:01:10.880><c> used</c> the two types of steel are used the two types of steel are used include<00:01:12.080><c> the</c><00:01:12.479><c> grade</c><00:01:12.880><c> 250</c><00:01:13.920><c> and</c><00:01:14.320><c> high</c><00:01:14.560><c> yield</c> include the grade 250 and high yield include the grade 250 and high yield steel steel steel grade<00:01:17.040><c> 250</c><00:01:18.400><c> have</c><00:01:18.799><c> the</c><00:01:19.439><c> specified</c><00:01:20.240><c> use</c><00:01:20.640><c> rank</c> grade 250 have the specified use rank grade 250 have the specified use rank of<00:01:21.280><c> 250</c><00:01:22.080><c> kilo</c><00:01:22.400><c> newton</c><00:01:22.960><c> per</c><00:01:23.200><c> mm</c><00:01:23.600><c> square</c> of 250 kilo newton per mm square of 250 kilo newton per mm square while<00:01:24.880><c> high</c><00:01:25.200><c> yield</c><00:01:25.520><c> steel</c><00:01:26.000><c> bar</c><00:01:26.799><c> has</c><00:01:27.360><c> 500</c> while high yield steel bar has 500 while high yield steel bar has 500 newton<00:01:28.640><c> per</c><00:01:28.880><c> mm</c><00:01:29.280><c> square</c><00:01:29.759><c> u</c><00:01:30.000><c> strength</c> grade<00:01:33.759><c> 250</c><00:01:34.799><c> is</c><00:01:35.040><c> a</c><00:01:35.280><c> hog</c><00:01:35.600><c> raw</c><00:01:35.920><c> mouse</c><00:01:36.320><c> to</c><00:01:36.560><c> you</c> grade 250 is a hog raw mouse to you grade 250 is a hog raw mouse to you you<00:01:37.280><c> have</c><00:01:37.520><c> a</c><00:01:37.680><c> smooth</c><00:01:38.079><c> surface</c><00:01:39.119><c> and</c><00:01:39.600><c> it</c><00:01:39.840><c> is</c> you have a smooth surface and it is you have a smooth surface and it is easily<00:01:41.280><c> bent</c><00:01:42.079><c> and</c><00:01:42.560><c> normally</c><00:01:43.280><c> produced</c> easily bent and normally produced easily bent and normally produced in<00:01:44.240><c> small</c><00:01:44.720><c> radius</c><00:01:45.759><c> of</c><00:01:46.320><c> less</c><00:01:46.560><c> than</c><00:01:47.040><c> 10</c> in small radius of less than 10 in small radius of less than 10 mn<00:01:48.000><c> diameter</c><00:01:49.200><c> and</c><00:01:49.840><c> is</c><00:01:50.240><c> normally</c><00:01:50.799><c> used</c> mn diameter and is normally used mn diameter and is normally used as<00:01:51.680><c> the</c><00:01:52.840><c> shearing</c><00:01:54.240><c> the</c><00:01:54.479><c> high</c> as the shearing the high as the shearing the high used<00:01:55.200><c> tuba</c><00:01:56.240><c> have</c><00:01:56.640><c> the</c><00:01:56.799><c> rigs</c><00:01:57.280><c> on</c><00:01:57.439><c> the</c><00:01:57.680><c> surface</c> used tuba have the rigs on the surface used tuba have the rigs on the surface and<00:01:59.360><c> this</c><00:01:59.680><c> rib</c><00:02:00.240><c> encourage</c><00:02:00.960><c> the</c><00:02:01.280><c> mechanical</c> and this rib encourage the mechanical and this rib encourage the mechanical bond<00:02:02.479><c> between</c><00:02:03.040><c> the</c><00:02:03.280><c> concrete</c> bond between the concrete bond between the concrete and<00:02:04.479><c> the</c><00:02:04.640><c> steel</c><00:02:05.520><c> so</c><00:02:05.840><c> that</c><00:02:06.240><c> high</c><00:02:06.640><c> bone</c><00:02:06.960><c> stress</c> and the steel so that high bone stress and the steel so that high bone stress is<00:02:08.080><c> developed</c> to<00:02:11.360><c> ensure</c><00:02:12.000><c> the</c><00:02:12.239><c> tensile</c><00:02:12.879><c> cracking</c><00:02:13.440><c> of</c><00:02:13.599><c> the</c> to ensure the tensile cracking of the to ensure the tensile cracking of the steel steel steel the<00:02:15.120><c> bank</c><00:02:15.599><c> radius</c><00:02:16.319><c> have</c><00:02:16.640><c> to</c><00:02:16.879><c> be</c><00:02:17.200><c> limited</c> the bank radius have to be limited the bank radius have to be limited to<00:02:19.920><c> two</c><00:02:20.640><c> bar</c><00:02:21.040><c> size</c> to two bar size to two bar size for<00:02:22.080><c> the</c><00:02:22.239><c> reinforcement</c><00:02:23.120><c> bar</c><00:02:23.520><c> of</c><00:02:23.840><c> less</c><00:02:24.160><c> than</c> for the reinforcement bar of less than for the reinforcement bar of less than 60<00:02:25.040><c> mm</c><00:02:25.440><c> diameter</c> 60 mm diameter 60 mm diameter or<00:02:27.120><c> has</c><00:02:27.360><c> to</c><00:02:27.599><c> be</c><00:02:28.000><c> at</c><00:02:28.160><c> least</c><00:02:28.560><c> greater</c><00:02:29.280><c> than</c> or has to be at least greater than or has to be at least greater than 3.5<00:02:30.879><c> bar</c><00:02:31.120><c> diameter</c><00:02:32.239><c> when</c><00:02:32.480><c> the</c><00:02:32.640><c> bar</c><00:02:33.040><c> size</c> 3.5 bar diameter when the bar size 3.5 bar diameter when the bar size is<00:02:33.920><c> more</c><00:02:34.160><c> than</c><00:02:34.640><c> 16</c><00:02:35.280><c> mm</c><00:02:35.840><c> diameter</c> is more than 16 mm diameter is more than 16 mm diameter the<00:02:38.480><c> high</c><00:02:39.040><c> used</c><00:02:39.519><c> u</c><00:02:39.760><c> bar</c><00:02:40.160><c> can</c><00:02:40.400><c> be</c><00:02:40.640><c> classified</c> the high used u bar can be classified the high used u bar can be classified as<00:02:42.080><c> class</c><00:02:42.640><c> a</c><00:02:43.120><c> b</c><00:02:43.519><c> and</c><00:02:43.920><c> c</c> class<00:02:46.720><c> b</c><00:02:47.200><c> is</c><00:02:47.440><c> the</c><00:02:47.680><c> most</c><00:02:48.080><c> commonly</c><00:02:48.840><c> used</c> class b is the most commonly used class b is the most commonly used or<00:02:50.400><c> reinforcement</c><00:02:51.360><c> bar</c><00:02:51.760><c> in</c><00:02:51.920><c> the</c><00:02:52.160><c> typical</c> or reinforcement bar in the typical or reinforcement bar in the typical reinforced<00:02:53.440><c> concrete</c><00:02:53.920><c> structure</c> reinforced concrete structure reinforced concrete structure class<00:02:56.239><c> c</c><00:02:56.800><c> has</c><00:02:57.360><c> high</c><00:02:57.760><c> ductility</c> class c has high ductility class c has high ductility which<00:02:59.440><c> may</c><00:02:59.680><c> be</c><00:03:00.000><c> used</c><00:03:00.480><c> in</c><00:03:00.720><c> the</c><00:03:01.120><c> earthquake</c> which may be used in the earthquake which may be used in the earthquake resistance<00:03:03.200><c> design</c><00:03:05.040><c> as</c> resistance design as resistance design as for<00:03:05.680><c> your</c><00:03:06.080><c> class</c><00:03:06.560><c> a</c><00:03:07.280><c> it</c><00:03:07.599><c> is</c><00:03:07.920><c> normally</c> for your class a it is normally for your class a it is normally associated<00:03:09.840><c> with</c><00:03:10.319><c> small</c><00:03:10.879><c> diameter</c> associated with small diameter associated with small diameter and<00:03:12.480><c> normally</c><00:03:13.200><c> used</c><00:03:13.840><c> in</c><00:03:14.000><c> the</c><00:03:14.239><c> form</c><00:03:14.720><c> of</c> and normally used in the form of and normally used in the form of mesh<00:03:15.680><c> or</c><00:03:16.840><c> fabric</c> mesh or fabric mesh or fabric the<00:03:19.440><c> ductility</c><00:03:20.560><c> is</c><00:03:20.959><c> relatively</c><00:03:21.840><c> low</c> the ductility is relatively low the ductility is relatively low in<00:03:22.560><c> comparison</c><00:03:23.519><c> to</c><00:03:23.760><c> the</c><00:03:24.000><c> class</c><00:03:24.319><c> c</c><00:03:24.720><c> and</c> in comparison to the class c and in comparison to the class c and b
13	qNXFmtAe6eE	1.12 Eurocode family	https://www.youtube.com/watch?v=qNXFmtAe6eE	1.12_Eurocode_family.en.vtt	for<00:00:00.240><c> the</c><00:00:00.480><c> design</c><00:00:01.120><c> of</c><00:00:01.360><c> reinforced</c><00:00:02.080><c> concrete</c> for the design of reinforced concrete for the design of reinforced concrete structures structures structures eurocode<00:00:04.640><c> is</c><00:00:05.200><c> referred</c><00:00:06.160><c> quite</c><00:00:06.520><c> extensively</c> eurocode is referred quite extensively eurocode is referred quite extensively for<00:00:09.440><c> that</c><00:00:10.160><c> we</c><00:00:10.320><c> will</c><00:00:10.559><c> need</c><00:00:10.800><c> to</c><00:00:11.200><c> introduce</c><00:00:12.000><c> you</c> for that we will need to introduce you for that we will need to introduce you with<00:00:12.639><c> the</c><00:00:12.960><c> eurocode</c><00:00:13.679><c> family</c><00:00:15.360><c> in</c><00:00:15.599><c> total</c> with the eurocode family in total with the eurocode family in total there<00:00:16.560><c> are</c><00:00:17.119><c> about</c><00:00:17.760><c> 58</c> there are about 58 there are about 58 codes<00:00:20.240><c> which</c><00:00:20.720><c> can</c><00:00:20.960><c> be</c><00:00:21.199><c> categorized</c> codes which can be categorized codes which can be categorized into<00:00:22.800><c> 10</c><00:00:23.279><c> groups</c><00:00:24.800><c> from</c><00:00:25.199><c> euro</c><00:00:25.599><c> code</c> into 10 groups from euro code into 10 groups from euro code euro<00:00:26.720><c> code</c><00:00:27.039><c> 1</c><00:00:27.519><c> to</c><00:00:28.000><c> euro</c><00:00:28.320><c> code</c><00:00:28.840><c> 9.</c> euro code 1 to euro code 9. euro code 1 to euro code 9. the<00:00:31.199><c> two</c><00:00:31.599><c> code</c><00:00:32.079><c> that</c><00:00:32.399><c> you</c><00:00:32.559><c> are</c><00:00:32.719><c> going</c><00:00:32.960><c> to</c><00:00:33.200><c> refer</c> the two code that you are going to refer the two code that you are going to refer extensively extensively extensively in<00:00:35.120><c> rc</c><00:00:35.680><c> design</c><00:00:36.399><c> is</c><00:00:36.719><c> euro</c><00:00:37.120><c> code</c><00:00:37.440><c> 1</c><00:00:37.840><c> and</c><00:00:38.000><c> euro</c> in rc design is euro code 1 and euro in rc design is euro code 1 and euro code<00:00:38.719><c> 2.</c> code 2. code 2. euro<00:00:40.719><c> code</c><00:00:41.040><c> 1</c><00:00:41.440><c> is</c><00:00:41.760><c> meant</c><00:00:42.160><c> for</c><00:00:42.719><c> determine</c><00:00:43.440><c> the</c> euro code 1 is meant for determine the euro code 1 is meant for determine the actions actions actions and<00:00:44.719><c> forces</c><00:00:45.360><c> acting</c><00:00:45.840><c> on</c><00:00:46.000><c> the</c><00:00:46.160><c> structures</c><00:00:47.440><c> and</c> and forces acting on the structures and and forces acting on the structures and euro<00:00:48.160><c> code</c><00:00:48.480><c> 2</c> euro code 2 euro code 2 are<00:00:49.360><c> main</c><00:00:49.760><c> for</c><00:00:50.079><c> reinforced</c><00:00:50.879><c> concrete</c><00:00:51.600><c> design</c> are main for reinforced concrete design are main for reinforced concrete design this<00:00:54.079><c> diagram</c><00:00:54.879><c> outline</c><00:00:55.760><c> the</c> this diagram outline the this diagram outline the relationship<00:00:58.079><c> between</c><00:00:58.719><c> the</c><00:00:59.120><c> euro</c><00:00:59.520><c> codes</c> relationship between the euro codes relationship between the euro codes the<00:01:02.079><c> euro</c><00:01:02.480><c> code</c><00:01:02.879><c> 1</c><00:01:03.600><c> is</c><00:01:03.920><c> used</c><00:01:04.239><c> to</c><00:01:04.479><c> determine</c><00:01:05.199><c> the</c> the euro code 1 is used to determine the the euro code 1 is used to determine the actions actions actions acting<00:01:07.119><c> on</c><00:01:07.520><c> different</c><00:01:08.159><c> types</c><00:01:08.640><c> of</c><00:01:08.880><c> the</c> acting on different types of the acting on different types of the structures structures structures euro<00:01:11.200><c> code</c><00:01:11.520><c> 2</c><00:01:12.159><c> is</c><00:01:12.640><c> used</c><00:01:13.119><c> for</c><00:01:13.280><c> the</c><00:01:13.439><c> concrete</c> euro code 2 is used for the concrete euro code 2 is used for the concrete structures structures structures then<00:01:17.200><c> these</c><00:01:17.920><c> codes</c><00:01:18.880><c> are</c><00:01:19.200><c> meant</c><00:01:19.600><c> for</c> then these codes are meant for then these codes are meant for design<00:01:20.880><c> and</c><00:01:21.360><c> detailing</c> for<00:01:24.840><c> geotechnical</c><00:01:25.840><c> and</c><00:01:26.159><c> seismic</c><00:01:26.880><c> design</c> for geotechnical and seismic design for geotechnical and seismic design additional<00:01:28.799><c> codes</c><00:01:29.200><c> may</c><00:01:29.520><c> be</c><00:01:29.920><c> referred</c> additional codes may be referred additional codes may be referred all<00:01:32.400><c> these</c><00:01:32.799><c> codes</c><00:01:33.280><c> are</c><00:01:33.600><c> specially</c><00:01:34.240><c> designed</c> all these codes are specially designed all these codes are specially designed to to to in<00:01:35.520><c> line</c><00:01:35.840><c> with</c><00:01:36.320><c> each</c><00:01:36.720><c> other</c> in line with each other in line with each other and<00:01:39.280><c> this</c><00:01:39.680><c> forms</c><00:01:40.479><c> and</c><00:01:41.079><c> ecosystems</c> and this forms and ecosystems and this forms and ecosystems within<00:01:42.880><c> euro</c><00:01:43.280><c> code</c><00:01:44.720><c> as</c><00:01:45.119><c> for</c><00:01:45.360><c> the</c><00:01:45.600><c> euro</c><00:01:46.000><c> code</c><00:01:46.320><c> 2</c> within euro code as for the euro code 2 within euro code as for the euro code 2 there<00:01:47.600><c> are</c><00:01:48.000><c> several</c><00:01:48.720><c> different</c><00:01:49.280><c> parts</c> there are several different parts there are several different parts you're<00:01:51.759><c> going</c><00:01:52.079><c> to</c><00:01:52.320><c> refer</c><00:01:52.799><c> more</c><00:01:53.200><c> extensively</c> you're going to refer more extensively you're going to refer more extensively on<00:01:54.640><c> the</c> on the on the part<00:01:55.439><c> one</c><00:01:57.119><c> some</c><00:01:57.680><c> in</c> part one some in part one some in part<00:01:58.479><c> two</c><00:01:59.119><c> especially</c><00:02:00.000><c> for</c><00:02:00.159><c> the</c><00:02:00.399><c> cover</c> and<00:02:04.479><c> these</c><00:02:04.880><c> two</c><00:02:05.360><c> is</c><00:02:05.600><c> for</c><00:02:05.920><c> the</c><00:02:06.159><c> applications</c> and these two is for the applications and these two is for the applications of<00:02:07.520><c> bridges</c><00:02:08.399><c> or</c><00:02:09.039><c> liquid</c><00:02:09.599><c> retaining</c> of bridges or liquid retaining of bridges or liquid retaining structures structures structures this<00:02:13.440><c> table</c><00:02:14.800><c> shows</c><00:02:15.280><c> the</c><00:02:15.680><c> comparison</c><00:02:16.640><c> between</c> this table shows the comparison between this table shows the comparison between the the the euro<00:02:18.160><c> code</c><00:02:18.640><c> and</c><00:02:19.120><c> other</c><00:02:19.640><c> superseded</c><00:02:20.840><c> standards</c> euro code and other superseded standards euro code and other superseded standards previously<00:02:23.599><c> we</c><00:02:23.920><c> used</c><00:02:25.160><c> bs8110</c> previously we used bs8110 previously we used bs8110 to<00:02:26.800><c> design</c><00:02:27.360><c> the</c><00:02:27.520><c> reinforced</c><00:02:28.160><c> concrete</c> to design the reinforced concrete to design the reinforced concrete structures structures structures and<00:02:30.160><c> use</c><00:02:30.560><c> bs</c><00:02:31.480><c> 6399</c> and use bs 6399 and use bs 6399 to<00:02:33.599><c> determine</c><00:02:34.319><c> the</c><00:02:34.560><c> load</c><00:02:34.800><c> acting</c><00:02:35.280><c> on</c><00:02:35.360><c> the</c> to determine the load acting on the to determine the load acting on the structures structures structures this<00:02:37.760><c> has</c><00:02:38.160><c> already</c><00:02:38.800><c> been</c><00:02:39.120><c> superseded</c><00:02:40.080><c> by</c> this has already been superseded by this has already been superseded by euro<00:02:40.879><c> code</c><00:02:41.760><c> the</c><00:02:42.000><c> list</c><00:02:42.400><c> of</c><00:02:42.480><c> the</c><00:02:42.720><c> titles</c><00:02:43.519><c> are</c> euro code the list of the titles are euro code the list of the titles are given<00:02:44.319><c> here</c> given here given here sames<00:02:47.200><c> goes</c><00:02:47.680><c> to</c><00:02:48.160><c> the</c><00:02:48.640><c> standards</c><00:02:49.440><c> listed</c> sames goes to the standards listed sames goes to the standards listed here<00:02:52.560><c> these</c><00:02:52.959><c> are</c><00:02:53.200><c> the</c><00:02:53.519><c> lists</c> here these are the lists here these are the lists of<00:02:54.640><c> the</c><00:02:54.959><c> title</c><00:02:55.599><c> of</c><00:02:55.760><c> the</c><00:02:55.920><c> euro</c><00:02:56.319><c> code</c> of the title of the euro code of the title of the euro code sometimes<00:02:59.200><c> you</c><00:02:59.440><c> might</c><00:02:59.760><c> need</c><00:03:00.000><c> to</c><00:03:00.879><c> refer</c><00:03:01.440><c> to</c> sometimes you might need to refer to sometimes you might need to refer to euro<00:03:02.400><c> code</c><00:03:02.879><c> mbs</c><00:03:04.000><c> concurrently</c> euro code mbs concurrently euro code mbs concurrently therefore<00:03:07.120><c> you</c><00:03:07.280><c> need</c><00:03:07.519><c> to</c><00:03:07.920><c> await</c><00:03:08.560><c> the</c> therefore you need to await the therefore you need to await the terminology terminology terminology used<00:03:10.720><c> within</c><00:03:11.120><c> euro</c><00:03:11.599><c> code</c><00:03:12.080><c> mbs</c> used within euro code mbs used within euro code mbs in<00:03:14.239><c> euro</c><00:03:14.640><c> code</c><00:03:15.440><c> the</c><00:03:15.680><c> actions</c><00:03:16.400><c> is</c><00:03:16.720><c> referring</c><00:03:17.440><c> to</c> in euro code the actions is referring to in euro code the actions is referring to the the the forces<00:03:18.800><c> or</c><00:03:19.120><c> the</c><00:03:19.519><c> impulse</c><00:03:20.159><c> displacement</c> forces or the impulse displacement forces or the impulse displacement in<00:03:21.599><c> bridge</c><00:03:22.080><c> standard</c><00:03:23.920><c> as</c><00:03:24.239><c> for</c><00:03:24.480><c> the</c><00:03:24.720><c> resistance</c> in bridge standard as for the resistance in bridge standard as for the resistance is<00:03:26.720><c> referred</c><00:03:27.360><c> as</c><00:03:27.680><c> the</c><00:03:28.000><c> capacity</c><00:03:29.040><c> in</c><00:03:29.360><c> bs</c> is referred as the capacity in bs is referred as the capacity in bs the<00:03:31.680><c> dead</c><00:03:32.000><c> look</c><00:03:32.400><c> and</c><00:03:32.799><c> live</c><00:03:33.120><c> load</c><00:03:33.440><c> or</c><00:03:33.760><c> impulse</c> the dead look and live load or impulse the dead look and live load or impulse load load load is<00:03:35.599><c> termed</c><00:03:36.080><c> as</c><00:03:36.400><c> the</c><00:03:36.720><c> permanent</c><00:03:37.519><c> actions</c> is termed as the permanent actions is termed as the permanent actions and<00:03:38.480><c> variable</c><00:03:39.120><c> actions</c><00:03:39.840><c> in</c><00:03:40.080><c> your</c><00:03:40.480><c> code</c> and variable actions in your code and variable actions in your code these<00:03:42.560><c> are</c><00:03:42.879><c> the</c><00:03:43.280><c> common</c><00:03:43.840><c> terms</c><00:03:44.799><c> that</c> these are the common terms that these are the common terms that normally<00:03:45.840><c> we</c><00:03:46.080><c> use</c><00:03:46.560><c> in</c><00:03:46.640><c> the</c><00:03:46.879><c> euro</c><00:03:47.280><c> code</c> this<00:03:50.400><c> represents</c><00:03:51.440><c> the</c><00:03:51.920><c> cover</c><00:03:52.720><c> of</c> this represents the cover of this represents the cover of euro<00:03:53.760><c> code</c><00:03:54.720><c> and</c><00:03:55.040><c> we're</c><00:03:55.200><c> going</c><00:03:55.599><c> to</c><00:03:56.159><c> refer</c><00:03:56.720><c> to</c> euro code and we're going to refer to euro code and we're going to refer to this<00:03:57.439><c> standard</c><00:03:58.159><c> quite</c><00:03:58.840><c> extensively</c> this standard quite extensively this standard quite extensively and<00:04:02.560><c> once</c><00:04:02.959><c> a</c><00:04:03.040><c> while</c><00:04:03.360><c> we</c><00:04:03.599><c> might</c><00:04:03.840><c> need</c><00:04:04.080><c> to</c><00:04:04.400><c> refer</c> and once a while we might need to refer and once a while we might need to refer to<00:04:05.200><c> the</c><00:04:05.439><c> national</c><00:04:06.000><c> nx</c> to the national nx to the national nx as<00:04:08.560><c> for</c><00:04:08.799><c> the</c><00:04:08.959><c> design</c><00:04:09.599><c> life</c><00:04:10.400><c> for</c><00:04:10.640><c> a</c><00:04:10.799><c> typical</c> as for the design life for a typical as for the design life for a typical reinforced<00:04:12.159><c> concrete</c><00:04:12.720><c> building</c> reinforced concrete building reinforced concrete building the<00:04:14.159><c> normal</c><00:04:14.799><c> design</c><00:04:15.360><c> life</c><00:04:15.840><c> is</c><00:04:16.320><c> 50</c><00:04:17.000><c> years</c>
14	MqQXfedy-o0	1.13 Symbols in Eurocode	https://www.youtube.com/watch?v=MqQXfedy-o0	1.13_Symbols_in_Eurocode.en.vtt	in<00:00:00.880><c> eurocode</c><00:00:01.680><c> 2</c><00:00:02.480><c> clause</c><00:00:03.000><c> 1.6</c> in eurocode 2 clause 1.6 in eurocode 2 clause 1.6 a<00:00:04.720><c> list</c><00:00:05.120><c> of</c><00:00:05.440><c> symbols</c><00:00:06.480><c> is</c><00:00:06.960><c> given</c> a list of symbols is given a list of symbols is given these<00:00:09.120><c> symbols</c><00:00:10.080><c> are</c><00:00:10.679><c> systematically</c><00:00:11.759><c> coded</c> these symbols are systematically coded these symbols are systematically coded in<00:00:13.120><c> order</c><00:00:13.679><c> to</c><00:00:14.080><c> prevent</c><00:00:14.639><c> confusions</c><00:00:15.759><c> in</c> in order to prevent confusions in in order to prevent confusions in adopting<00:00:16.880><c> the</c><00:00:17.600><c> relevant</c><00:00:18.560><c> value</c> adopting the relevant value adopting the relevant value in<00:00:19.520><c> the</c><00:00:20.000><c> equations</c> in the equations in the equations it<00:00:23.119><c> can</c><00:00:23.359><c> be</c><00:00:23.760><c> classified</c><00:00:24.720><c> into</c><00:00:25.279><c> several</c><00:00:25.920><c> groups</c> it can be classified into several groups it can be classified into several groups such<00:00:27.039><c> as</c><00:00:27.359><c> the</c><00:00:27.519><c> stress</c><00:00:28.800><c> the</c><00:00:29.119><c> modulus</c><00:00:29.760><c> of</c> such as the stress the modulus of such as the stress the modulus of elasticity elasticity elasticity dilute<00:00:34.079><c> the</c><00:00:34.559><c> partial</c><00:00:35.120><c> factor</c> dilute the partial factor dilute the partial factor the<00:00:36.480><c> cross-sectional</c><00:00:37.520><c> area</c><00:00:38.399><c> and</c><00:00:38.800><c> the</c> the cross-sectional area and the the cross-sectional area and the strain<00:00:41.040><c> of</c><00:00:41.280><c> course</c><00:00:41.680><c> there</c><00:00:42.000><c> are</c><00:00:42.239><c> other</c><00:00:42.719><c> symbols</c> strain of course there are other symbols strain of course there are other symbols which<00:00:43.840><c> are</c><00:00:44.160><c> not</c> which are not which are not listed<00:00:45.200><c> in</c><00:00:45.440><c> these</c><00:00:45.840><c> two</c><00:00:46.160><c> slides</c> listed in these two slides listed in these two slides based<00:00:49.039><c> on</c><00:00:49.200><c> the</c><00:00:49.440><c> list</c><00:00:49.760><c> of</c><00:00:49.840><c> the</c><00:00:50.079><c> symbol</c><00:00:50.719><c> here</c> based on the list of the symbol here based on the list of the symbol here we<00:00:52.079><c> can</c><00:00:52.480><c> consolidate</c><00:00:53.440><c> that</c><00:00:53.840><c> the</c><00:00:54.079><c> c</c><00:00:54.480><c> represent</c> we can consolidate that the c represent we can consolidate that the c represent concrete concrete concrete d<00:00:56.480><c> represent</c><00:00:57.280><c> design</c><00:00:58.320><c> m</c><00:00:58.640><c> represent</c> d represent design m represent d represent design m represent mean<00:01:00.480><c> t</c><00:01:00.879><c> represent</c><00:01:01.600><c> tensor</c> mean t represent tensor mean t represent tensor k<00:01:03.280><c> represent</c><00:01:04.040><c> characteristic</c><00:01:05.519><c> y</c><00:01:05.840><c> represent</c> k represent characteristic y represent k represent characteristic y represent u<00:01:07.520><c> and</c><00:01:07.840><c> w</c><00:01:08.479><c> represent</c><00:01:09.360><c> the</c> u and w represent the u and w represent the share<00:01:10.840><c> reinforcement</c><00:01:12.640><c> the</c><00:01:12.880><c> stress</c> share reinforcement the stress share reinforcement the stress is<00:01:13.760><c> represented</c><00:01:14.720><c> by</c><00:01:15.119><c> f</c><00:01:16.320><c> the</c><00:01:16.600><c> combinations</c> is represented by f the combinations is represented by f the combinations of<00:01:18.240><c> the</c><00:01:18.479><c> symbol</c><00:01:19.200><c> here</c><00:01:19.600><c> with</c><00:01:20.000><c> any</c><00:01:20.479><c> of</c><00:01:20.960><c> these</c> of the symbol here with any of these of the symbol here with any of these will<00:01:22.479><c> give</c><00:01:22.799><c> you</c><00:01:23.280><c> different</c><00:01:24.840><c> parameters</c> will give you different parameters will give you different parameters sams<00:01:26.960><c> goes</c><00:01:27.439><c> to</c><00:01:27.759><c> the</c><00:01:28.080><c> modulus</c><00:01:28.880><c> of</c><00:01:29.119><c> elasticity</c> sams goes to the modulus of elasticity sams goes to the modulus of elasticity e<00:01:31.040><c> in</c><00:01:31.479><c> comparison</c><00:01:32.560><c> to</c><00:01:33.119><c> the</c> e in comparison to the e in comparison to the consolidated<00:01:35.280><c> the</c><00:01:36.000><c> reference</c> consolidated the reference consolidated the reference of<00:01:37.280><c> the</c><00:01:38.840><c> symbols</c> of the symbols of the symbols m<00:01:41.600><c> and</c><00:01:41.840><c> v</c><00:01:42.240><c> represent</c><00:01:43.119><c> the</c><00:01:43.520><c> moment</c> m and v represent the moment m and v represent the moment asia<00:01:44.720><c> force</c><00:01:45.280><c> and</c><00:01:45.600><c> shear</c><00:01:45.840><c> force</c> asia force and shear force asia force and shear force e<00:01:47.759><c> d</c><00:01:48.079><c> here</c><00:01:48.560><c> represent</c><00:01:49.360><c> the</c><00:01:49.840><c> design</c><00:01:50.479><c> value</c> the<00:01:53.920><c> partial</c><00:01:54.640><c> factors</c><00:01:55.520><c> are</c><00:01:55.759><c> represented</c><00:01:56.799><c> by</c> the partial factors are represented by the partial factors are represented by gamma<00:01:58.880><c> c</c><00:01:59.840><c> f</c> gamma c f gamma c f g<00:02:01.520><c> q</c><00:02:02.240><c> m's</c><00:02:02.880><c> are</c><00:02:03.280><c> given</c> g q m's are given g q m's are given here<00:02:05.439><c> g</c><00:02:05.840><c> and</c><00:02:06.079><c> q</c><00:02:06.479><c> represent</c><00:02:07.200><c> the</c><00:02:07.520><c> permanent</c> here g and q represent the permanent here g and q represent the permanent actions<00:02:08.879><c> and</c><00:02:09.119><c> variable</c><00:02:09.840><c> actions</c> actions and variable actions actions and variable actions the<00:02:11.680><c> cross-sectional</c><00:02:12.720><c> area</c><00:02:13.360><c> represented</c><00:02:14.239><c> by</c> the cross-sectional area represented by the cross-sectional area represented by air<00:02:15.840><c> s</c><00:02:16.160><c> represent</c><00:02:16.800><c> the</c><00:02:16.959><c> steel</c> air s represent the steel air s represent the steel min<00:02:18.640><c> represent</c><00:02:19.360><c> the</c><00:02:20.840><c> minimum</c> min represent the minimum min represent the minimum as<00:02:22.319><c> for</c><00:02:22.480><c> the</c><00:02:22.640><c> strength</c><00:02:23.280><c> it</c><00:02:23.520><c> is</c><00:02:23.720><c> represented</c><00:02:24.720><c> by</c> as for the strength it is represented by as for the strength it is represented by the the the acylum<00:02:27.200><c> u</c><00:02:27.599><c> represent</c><00:02:28.319><c> the</c><00:02:28.560><c> ultimate</c> acylum u represent the ultimate acylum u represent the ultimate conditions conditions conditions k<00:02:31.200><c> represent</c><00:02:31.920><c> the</c><00:02:32.599><c> characteristics</c> k represent the characteristics k represent the characteristics by<00:02:35.800><c> consolidating</c><00:02:36.959><c> all</c><00:02:37.280><c> the</c><00:02:37.599><c> symbols</c> by consolidating all the symbols by consolidating all the symbols in<00:02:38.800><c> the</c><00:02:39.040><c> two</c><00:02:39.360><c> slide</c><00:02:40.239><c> we</c><00:02:40.480><c> will</c><00:02:40.720><c> found</c><00:02:41.200><c> that</c> in the two slide we will found that in the two slide we will found that there<00:02:42.000><c> are</c><00:02:42.640><c> capitals</c><00:02:43.440><c> letters</c><00:02:44.319><c> small</c><00:02:44.720><c> letters</c> there are capitals letters small letters there are capitals letters small letters and<00:02:46.000><c> symbols</c><00:02:47.920><c> the</c><00:02:48.160><c> meaning</c> and symbols the meaning and symbols the meaning carried<00:02:49.360><c> by</c><00:02:49.840><c> these</c><00:02:50.319><c> codes</c><00:02:51.040><c> are</c><00:02:51.519><c> listed</c> carried by these codes are listed carried by these codes are listed here<00:02:54.640><c> you</c><00:02:54.879><c> may</c> here you may here you may always<00:02:55.840><c> cross</c><00:02:56.319><c> check</c><00:02:56.720><c> the</c><00:02:58.120><c> definitions</c><00:02:59.200><c> of</c> always cross check the definitions of always cross check the definitions of the<00:02:59.519><c> symbols</c><00:03:00.319><c> according</c><00:03:01.200><c> to</c> the symbols according to the symbols according to the<00:03:02.000><c> clause</c><00:03:02.840><c> 1.6</c>
16	jD1KG8N4Pio	2.2 Factors of safety for limit state methods	https://www.youtube.com/watch?v=jD1KG8N4Pio	2.2_Factors_of_safety_for_limit_state_methods.en.vtt	the<00:00:00.480><c> factor</c><00:00:00.960><c> of</c><00:00:01.120><c> safety</c><00:00:02.000><c> is</c><00:00:02.240><c> a</c><00:00:02.399><c> ratio</c> the factor of safety is a ratio the factor of safety is a ratio which<00:00:04.240><c> to</c><00:00:04.960><c> provide</c><00:00:05.600><c> additional</c><00:00:06.399><c> tolerance</c> which to provide additional tolerance which to provide additional tolerance on<00:00:07.839><c> top</c><00:00:08.160><c> of</c><00:00:08.400><c> the</c><00:00:08.720><c> design</c><00:00:09.360><c> value</c><00:00:10.240><c> of</c> on top of the design value of on top of the design value of a<00:00:10.960><c> reinforced</c><00:00:11.840><c> concrete</c><00:00:12.559><c> element</c> a reinforced concrete element a reinforced concrete element it<00:00:14.480><c> is</c><00:00:14.799><c> normally</c><00:00:15.360><c> used</c><00:00:15.839><c> when</c><00:00:16.160><c> there</c><00:00:16.480><c> is</c><00:00:16.720><c> a</c> it is normally used when there is a it is normally used when there is a necessity necessity necessity to<00:00:18.400><c> provide</c><00:00:18.960><c> some</c><00:00:19.439><c> allowance</c><00:00:20.800><c> to</c><00:00:21.039><c> cater</c> to provide some allowance to cater to provide some allowance to cater for<00:00:22.000><c> the</c><00:00:22.320><c> emergency</c><00:00:23.119><c> situations</c><00:00:24.560><c> unexpected</c> for the emergency situations unexpected for the emergency situations unexpected load load load misuse<00:00:27.199><c> or</c><00:00:28.840><c> degradations</c> misuse or degradations misuse or degradations factors<00:00:30.720><c> of</c><00:00:30.880><c> safeties</c><00:00:31.679><c> are</c><00:00:32.000><c> normally</c><00:00:32.719><c> applied</c> factors of safeties are normally applied factors of safeties are normally applied to<00:00:33.520><c> the</c><00:00:33.760><c> load</c> to the load to the load or<00:00:34.880><c> the</c><00:00:35.280><c> strength</c><00:00:35.760><c> material</c> or the strength material or the strength material the<00:00:37.920><c> degree</c><00:00:38.480><c> of</c><00:00:38.640><c> the</c><00:00:38.879><c> factor</c><00:00:39.280><c> of</c><00:00:39.440><c> safety</c><00:00:40.160><c> is</c> the degree of the factor of safety is the degree of the factor of safety is depends depends depends on<00:00:41.760><c> how</c><00:00:42.160><c> confident</c><00:00:42.879><c> of</c><00:00:43.120><c> us</c><00:00:43.840><c> with</c><00:00:44.079><c> the</c><00:00:44.239><c> design</c> on how confident of us with the design on how confident of us with the design value value value and<00:00:46.160><c> the</c><00:00:46.559><c> likelihood</c><00:00:47.440><c> of</c><00:00:47.680><c> the</c><00:00:48.079><c> unforeseen</c> and the likelihood of the unforeseen and the likelihood of the unforeseen circumstances circumstances circumstances to<00:00:50.640><c> occur</c><00:00:52.719><c> basically</c><00:00:53.520><c> there</c> to occur basically there to occur basically there are<00:00:54.239><c> three</c><00:00:54.800><c> main</c><00:00:55.280><c> types</c><00:00:55.680><c> of</c><00:00:55.920><c> method</c><00:00:56.800><c> of</c> are three main types of method of are three main types of method of using<00:00:57.680><c> the</c><00:00:58.079><c> factor</c><00:00:58.480><c> of</c><00:00:58.640><c> safety</c><00:00:59.680><c> to</c> using the factor of safety to using the factor of safety to ensure<00:01:00.800><c> the</c><00:01:01.199><c> structure</c><00:01:02.000><c> is</c><00:01:02.559><c> safe</c><00:01:03.120><c> and</c> ensure the structure is safe and ensure the structure is safe and workable workable workable these<00:01:05.600><c> include</c><00:01:06.080><c> the</c><00:01:06.560><c> permissible</c><00:01:07.439><c> stress</c> these include the permissible stress these include the permissible stress method method method the<00:01:09.200><c> load</c><00:01:09.520><c> factor</c><00:01:10.000><c> method</c><00:01:10.960><c> and</c><00:01:11.360><c> the</c><00:01:11.760><c> limit</c> the load factor method and the limit the load factor method and the limit state state state method<00:01:14.720><c> the</c><00:01:15.119><c> permissible</c><00:01:16.000><c> stress</c><00:01:16.560><c> method</c> method the permissible stress method method the permissible stress method is<00:01:17.680><c> basically</c><00:01:18.560><c> applying</c><00:01:19.280><c> the</c><00:01:19.600><c> factor</c><00:01:20.080><c> of</c> is basically applying the factor of is basically applying the factor of safety safety safety by<00:01:21.439><c> dividing</c><00:01:22.240><c> the</c><00:01:22.640><c> material</c><00:01:23.280><c> strength</c> by dividing the material strength by dividing the material strength with<00:01:24.479><c> the</c><00:01:24.880><c> factor</c><00:01:25.360><c> of</c><00:01:25.600><c> safety</c><00:01:26.960><c> that</c><00:01:27.200><c> means</c> with the factor of safety that means with the factor of safety that means we<00:01:28.080><c> are</c><00:01:28.400><c> assuming</c><00:01:29.200><c> the</c><00:01:29.520><c> strength</c><00:01:30.079><c> of</c><00:01:30.159><c> the</c> we are assuming the strength of the we are assuming the strength of the material material material slightly<00:01:32.159><c> lower</c><00:01:32.880><c> than</c><00:01:33.520><c> its</c><00:01:34.159><c> original</c> slightly lower than its original slightly lower than its original strength strength strength however<00:01:37.920><c> this</c><00:01:38.320><c> method</c><00:01:38.960><c> has</c><00:01:39.360><c> some</c><00:01:39.840><c> limitations</c> however this method has some limitations however this method has some limitations it<00:01:42.159><c> is</c><00:01:42.320><c> simple</c><00:01:43.280><c> but</c><00:01:43.840><c> inconsistent</c> it is simple but inconsistent it is simple but inconsistent it<00:01:46.000><c> is</c><00:01:46.240><c> basically</c><00:01:47.119><c> based</c><00:01:47.520><c> on</c><00:01:47.920><c> the</c><00:01:48.320><c> elastic</c> it is basically based on the elastic it is basically based on the elastic stress<00:01:49.880><c> distributions</c> stress distributions stress distributions and<00:01:51.840><c> not</c><00:01:52.159><c> applicable</c><00:01:53.040><c> for</c><00:01:53.560><c> semi-plastic</c> and not applicable for semi-plastic and not applicable for semi-plastic materials materials materials such<00:01:55.680><c> as</c><00:01:56.079><c> concrete</c> such as concrete such as concrete it<00:01:58.719><c> is</c><00:01:59.040><c> not</c><00:01:59.280><c> suitable</c><00:02:00.159><c> when</c><00:02:00.399><c> the</c><00:02:00.600><c> deformations</c> it is not suitable when the deformations it is not suitable when the deformations are<00:02:02.079><c> not</c><00:02:02.399><c> proportional</c><00:02:03.600><c> to</c><00:02:03.840><c> the</c><00:02:04.079><c> load</c><00:02:04.640><c> for</c> are not proportional to the load for are not proportional to the load for example example example for<00:02:05.920><c> the</c><00:02:06.079><c> slender</c><00:02:06.840><c> column</c><00:02:08.640><c> and</c><00:02:08.959><c> it</c><00:02:09.200><c> is</c><00:02:09.440><c> unsafe</c> for the slender column and it is unsafe for the slender column and it is unsafe when<00:02:10.720><c> dealing</c><00:02:11.280><c> with</c><00:02:11.599><c> the</c><00:02:12.000><c> overturning</c><00:02:12.879><c> forces</c> when dealing with the overturning forces when dealing with the overturning forces the<00:02:15.440><c> main</c><00:02:15.760><c> reason</c><00:02:16.239><c> of</c><00:02:16.400><c> this</c><00:02:16.800><c> is</c><00:02:17.280><c> there</c><00:02:17.520><c> is</c><00:02:17.760><c> no</c> the main reason of this is there is no the main reason of this is there is no factor<00:02:18.640><c> or</c><00:02:18.879><c> safety</c> factor or safety factor or safety imposed<00:02:20.560><c> on</c><00:02:20.879><c> the</c><00:02:21.280><c> forces</c> as<00:02:24.879><c> for</c><00:02:25.200><c> the</c><00:02:25.840><c> load</c><00:02:26.239><c> factor</c><00:02:26.720><c> method</c> as for the load factor method as for the load factor method the<00:02:28.239><c> working</c><00:02:28.720><c> load</c><00:02:29.120><c> is</c><00:02:29.520><c> to</c><00:02:29.760><c> be</c><00:02:30.080><c> multiplied</c> the working load is to be multiplied the working load is to be multiplied with<00:02:31.360><c> factor</c><00:02:31.920><c> of</c><00:02:32.239><c> safety</c> with factor of safety with factor of safety this<00:02:33.840><c> means</c><00:02:34.160><c> that</c><00:02:34.720><c> the</c><00:02:35.200><c> design</c><00:02:35.760><c> load</c><00:02:36.239><c> is</c> this means that the design load is this means that the design load is actually<00:02:37.440><c> slightly</c><00:02:38.160><c> higher</c><00:02:38.959><c> than</c><00:02:39.360><c> the</c><00:02:39.760><c> actual</c> actually slightly higher than the actual actually slightly higher than the actual working<00:02:40.720><c> load</c> working load working load the<00:02:43.360><c> limitations</c><00:02:44.480><c> of</c><00:02:45.120><c> this</c><00:02:45.840><c> method</c> the limitations of this method the limitations of this method is<00:02:47.120><c> the</c><00:02:47.519><c> material</c><00:02:48.160><c> strength</c><00:02:49.040><c> must</c><00:02:49.519><c> be</c> is the material strength must be is the material strength must be calculated<00:02:51.760><c> and</c><00:02:52.480><c> it</c><00:02:52.720><c> does</c><00:02:52.959><c> not</c><00:02:53.280><c> apply</c><00:02:53.760><c> factor</c> calculated and it does not apply factor calculated and it does not apply factor of<00:02:54.480><c> safety</c><00:02:54.959><c> to</c><00:02:55.200><c> the</c><00:02:55.360><c> material</c><00:02:56.000><c> stress</c> of safety to the material stress of safety to the material stress and<00:02:57.280><c> cannot</c><00:02:57.760><c> directly</c><00:02:58.480><c> taken</c><00:02:59.360><c> into</c><00:02:59.760><c> account</c> and cannot directly taken into account and cannot directly taken into account the the the variability<00:03:02.159><c> of</c><00:03:02.319><c> the</c><00:03:02.840><c> materials</c> variability of the materials variability of the materials in<00:03:04.879><c> another</c><00:03:05.519><c> word</c><00:03:06.800><c> it</c><00:03:07.120><c> do</c><00:03:07.360><c> not</c> in another word it do not in another word it do not consider<00:03:08.879><c> different</c><00:03:09.680><c> strength</c><00:03:10.400><c> of</c><00:03:10.560><c> the</c> consider different strength of the consider different strength of the material material material as<00:03:12.959><c> you</c><00:03:13.200><c> know</c><00:03:14.239><c> even</c><00:03:14.640><c> the</c><00:03:15.040><c> concrete</c><00:03:15.599><c> within</c><00:03:16.080><c> the</c> as you know even the concrete within the as you know even the concrete within the same<00:03:16.720><c> grade</c> same grade same grade may<00:03:17.920><c> have</c><00:03:18.400><c> different</c><00:03:18.959><c> strength</c> may have different strength may have different strength on<00:03:21.040><c> day</c><00:03:21.440><c> 28</c><00:03:22.959><c> the</c><00:03:23.200><c> strength</c><00:03:23.760><c> varies</c><00:03:24.239><c> slightly</c> on day 28 the strength varies slightly on day 28 the strength varies slightly and<00:03:26.239><c> this</c><00:03:26.959><c> is</c><00:03:27.280><c> not</c><00:03:27.599><c> being</c><00:03:28.000><c> taken</c><00:03:28.560><c> into</c><00:03:29.040><c> account</c> and this is not being taken into account and this is not being taken into account by by by this<00:03:30.959><c> factor</c><00:03:31.680><c> of</c><00:03:32.080><c> safety</c> this factor of safety this factor of safety also<00:03:34.319><c> it</c><00:03:34.480><c> cannot</c><00:03:34.879><c> be</c><00:03:35.120><c> used</c><00:03:35.519><c> to</c><00:03:35.920><c> calculate</c><00:03:36.560><c> the</c> also it cannot be used to calculate the also it cannot be used to calculate the deflections<00:03:37.760><c> or</c><00:03:38.080><c> cracking</c> deflections or cracking deflections or cracking at<00:03:39.120><c> the</c><00:03:39.440><c> working</c><00:03:39.920><c> loads</c><00:03:41.280><c> as</c><00:03:41.840><c> this</c> at the working loads as this at the working loads as this respond<00:03:43.440><c> is</c><00:03:43.840><c> very</c><00:03:44.159><c> much</c><00:03:44.640><c> dependence</c><00:03:45.599><c> on</c><00:03:45.920><c> the</c> respond is very much dependence on the respond is very much dependence on the property<00:03:46.959><c> of</c><00:03:47.280><c> materials</c> what<00:03:50.239><c> you</c><00:03:50.480><c> can</c><00:03:50.799><c> see</c><00:03:51.200><c> here</c><00:03:52.640><c> the</c><00:03:53.040><c> weakness</c> what you can see here the weakness what you can see here the weakness of<00:03:54.000><c> this</c><00:03:55.040><c> is</c><00:03:55.280><c> the</c><00:03:55.760><c> advantage</c><00:03:56.480><c> of</c><00:03:56.720><c> this</c> of this is the advantage of this of this is the advantage of this while<00:03:58.319><c> the</c><00:03:58.640><c> weakness</c><00:03:59.200><c> of</c><00:03:59.439><c> this</c><00:04:00.239><c> is</c><00:04:00.560><c> the</c> while the weakness of this is the while the weakness of this is the advantage<00:04:01.760><c> of</c><00:04:01.920><c> this</c> advantage of this advantage of this this<00:04:04.560><c> do</c><00:04:04.799><c> not</c><00:04:05.040><c> consider</c><00:04:05.920><c> the</c><00:04:06.799><c> tolerance</c><00:04:07.599><c> for</c> this do not consider the tolerance for this do not consider the tolerance for the<00:04:08.000><c> forces</c> the forces the forces while<00:04:09.439><c> this</c><00:04:09.840><c> do</c><00:04:10.080><c> not</c><00:04:10.400><c> consider</c><00:04:11.280><c> the</c><00:04:11.760><c> tolerance</c> while this do not consider the tolerance while this do not consider the tolerance at<00:04:13.200><c> the</c><00:04:13.599><c> material</c><00:04:14.640><c> aspect</c> at the material aspect at the material aspect both<00:04:17.600><c> have</c><00:04:17.919><c> their</c><00:04:18.239><c> own</c><00:04:18.560><c> limitations</c> both have their own limitations both have their own limitations for<00:04:21.680><c> that</c><00:04:22.560><c> both</c><00:04:23.360><c> are</c><00:04:23.680><c> no</c><00:04:23.919><c> longer</c><00:04:24.560><c> in</c><00:04:26.840><c> use</c> for that both are no longer in use for that both are no longer in use now<00:04:28.639><c> the</c><00:04:29.040><c> limit</c><00:04:29.520><c> state</c><00:04:29.919><c> method</c><00:04:30.639><c> is</c> now the limit state method is now the limit state method is more<00:04:31.600><c> widely</c><00:04:32.240><c> adopted</c> more widely adopted more widely adopted it<00:04:34.720><c> considered</c><00:04:35.680><c> the</c><00:04:36.479><c> factor</c><00:04:36.880><c> of</c><00:04:37.120><c> safety</c> it considered the factor of safety it considered the factor of safety for<00:04:37.919><c> the</c><00:04:38.080><c> working</c><00:04:38.560><c> load</c><00:04:39.280><c> as</c><00:04:39.520><c> well</c><00:04:40.000><c> as</c><00:04:40.320><c> the</c> for the working load as well as the for the working load as well as the factor<00:04:41.199><c> of</c><00:04:41.360><c> safety</c> factor of safety factor of safety of<00:04:42.639><c> the</c><00:04:43.520><c> material</c><00:04:44.160><c> strength</c> of the material strength of the material strength that<00:04:45.520><c> means</c><00:04:45.919><c> it</c><00:04:46.160><c> covers</c><00:04:46.720><c> both</c><00:04:47.199><c> for</c><00:04:47.360><c> the</c><00:04:47.600><c> loot</c> that means it covers both for the loot that means it covers both for the loot and<00:04:48.400><c> also</c> and also and also the<00:04:49.360><c> material</c><00:04:49.919><c> strength</c><00:04:51.919><c> this</c><00:04:52.320><c> method</c> the material strength this method the material strength this method is<00:04:53.360><c> more</c><00:04:53.600><c> flexible</c><00:04:54.880><c> and</c><00:04:55.360><c> can</c><00:04:55.600><c> be</c> is more flexible and can be is more flexible and can be applicable<00:04:57.040><c> at</c><00:04:57.199><c> a</c><00:04:57.520><c> wider</c><00:04:58.199><c> range</c>
17	deCaItvmU-A	2.3 Ultimate limit state and serviceability limit state	https://www.youtube.com/watch?v=deCaItvmU-A	2.3_Ultimate_limit_state_and_serviceability_limit_state.en.vtt	designing<00:00:01.040><c> a</c><00:00:01.360><c> reinforced</c><00:00:02.159><c> concrete</c> designing a reinforced concrete designing a reinforced concrete structures structures structures is<00:00:03.919><c> very</c><00:00:04.400><c> complicated</c><00:00:05.920><c> there</c><00:00:06.319><c> are</c><00:00:06.640><c> too</c><00:00:06.960><c> many</c> is very complicated there are too many is very complicated there are too many factors factors factors that<00:00:08.320><c> can</c><00:00:08.639><c> affect</c><00:00:08.960><c> the</c><00:00:09.200><c> performance</c><00:00:09.840><c> of</c><00:00:09.920><c> the</c> that can affect the performance of the that can affect the performance of the structures structures structures and<00:00:12.160><c> at</c><00:00:12.559><c> worst</c><00:00:13.120><c> it</c><00:00:13.360><c> can</c><00:00:14.160><c> cause</c><00:00:14.559><c> the</c><00:00:14.719><c> structures</c> and at worst it can cause the structures and at worst it can cause the structures to<00:00:15.519><c> become</c><00:00:16.000><c> unfit</c><00:00:16.560><c> to</c><00:00:16.720><c> be</c><00:00:16.960><c> used</c> to become unfit to be used to become unfit to be used these<00:00:18.720><c> factors</c><00:00:19.520><c> including</c><00:00:20.320><c> the</c><00:00:20.800><c> materials</c> these factors including the materials these factors including the materials the<00:00:22.240><c> loot</c><00:00:22.880><c> the</c><00:00:23.039><c> exposures</c><00:00:24.320><c> the</c><00:00:24.640><c> durability</c> the loot the exposures the durability the loot the exposures the durability and<00:00:26.560><c> other</c><00:00:27.039><c> factors</c><00:00:28.800><c> the</c><00:00:28.960><c> purpose</c><00:00:29.439><c> of</c><00:00:29.519><c> the</c> and other factors the purpose of the and other factors the purpose of the design design design is<00:00:31.039><c> to</c><00:00:31.599><c> achieve</c><00:00:32.239><c> an</c><00:00:32.640><c> acceptable</c><00:00:33.520><c> probability</c> is to achieve an acceptable probability is to achieve an acceptable probability that<00:00:35.200><c> the</c><00:00:35.360><c> structures</c><00:00:36.160><c> will</c><00:00:36.559><c> remain</c><00:00:37.280><c> fit</c><00:00:37.520><c> to</c> that the structures will remain fit to that the structures will remain fit to be<00:00:37.920><c> used</c> be used be used to<00:00:40.320><c> ensure</c><00:00:40.879><c> that</c><00:00:41.440><c> we</c><00:00:41.680><c> need</c><00:00:41.920><c> to</c><00:00:42.399><c> set</c><00:00:42.800><c> some</c> to ensure that we need to set some to ensure that we need to set some boundaries boundaries boundaries for<00:00:44.719><c> the</c><00:00:45.120><c> design</c><00:00:46.640><c> and</c><00:00:47.120><c> this</c><00:00:47.440><c> boundary</c> for the design and this boundary for the design and this boundary are<00:00:48.640><c> known</c><00:00:49.120><c> as</c><00:00:49.440><c> the</c><00:00:49.840><c> limit</c><00:00:50.239><c> states</c> are known as the limit states are known as the limit states it<00:00:52.480><c> is</c><00:00:52.879><c> on</c><00:00:53.039><c> the</c><00:00:53.199><c> basis</c><00:00:53.840><c> that</c><00:00:54.559><c> as</c><00:00:54.800><c> long</c><00:00:55.199><c> as</c><00:00:55.440><c> the</c> it is on the basis that as long as the it is on the basis that as long as the limit<00:00:56.000><c> state</c><00:00:56.399><c> is</c><00:00:56.640><c> not</c><00:00:56.879><c> reached</c> limit state is not reached limit state is not reached the<00:00:58.399><c> structure</c><00:00:59.120><c> will</c><00:00:59.359><c> be</c><00:00:59.920><c> safe</c> the structure will be safe the structure will be safe and<00:01:01.440><c> leads</c><00:01:01.920><c> to</c><00:01:02.399><c> a</c><00:01:02.719><c> certain</c><00:01:03.359><c> acceptable</c> and leads to a certain acceptable and leads to a certain acceptable probability probability probability basically<00:01:07.280><c> there</c><00:01:07.520><c> are</c><00:01:07.840><c> two</c><00:01:08.240><c> types</c><00:01:08.560><c> of</c><00:01:08.799><c> limit</c> basically there are two types of limit basically there are two types of limit state state state the<00:01:10.960><c> ultimate</c><00:01:11.600><c> limit</c><00:01:12.000><c> state</c><00:01:12.640><c> and</c><00:01:12.960><c> the</c> the ultimate limit state and the the ultimate limit state and the serviceability<00:01:14.560><c> limit</c><00:01:14.960><c> states</c> serviceability limit states serviceability limit states the<00:01:17.119><c> ultimate</c><00:01:17.680><c> limit</c><00:01:18.080><c> states</c><00:01:18.799><c> require</c><00:01:19.520><c> the</c> the ultimate limit states require the the ultimate limit states require the structure<00:01:20.400><c> to</c><00:01:20.880><c> withstand</c><00:01:21.520><c> the</c><00:01:21.759><c> load</c><00:01:22.080><c> safely</c> structure to withstand the load safely structure to withstand the load safely against<00:01:23.759><c> the</c><00:01:24.159><c> collapse</c><00:01:24.880><c> of</c><00:01:25.040><c> the</c><00:01:25.280><c> structures</c> against the collapse of the structures against the collapse of the structures it<00:01:27.119><c> also</c><00:01:27.600><c> considered</c><00:01:28.400><c> the</c><00:01:28.720><c> probability</c><00:01:29.759><c> of</c> it also considered the probability of it also considered the probability of the<00:01:30.159><c> member</c> the member the member undergo<00:01:31.759><c> buckling</c><00:01:32.799><c> overturning</c> undergo buckling overturning undergo buckling overturning accidental<00:01:35.280><c> damage</c><00:01:36.240><c> and</c><00:01:36.560><c> etc</c> accidental damage and etc accidental damage and etc as<00:01:39.520><c> long</c><00:01:39.840><c> as</c><00:01:40.159><c> the</c><00:01:40.320><c> ultimate</c><00:01:40.960><c> limit</c><00:01:41.360><c> state</c><00:01:42.159><c> is</c> as long as the ultimate limit state is as long as the ultimate limit state is not<00:01:42.880><c> achieved</c><00:01:44.079><c> the</c><00:01:44.320><c> structures</c><00:01:45.520><c> will</c><00:01:45.920><c> not</c> not achieved the structures will not not achieved the structures will not collapse<00:01:47.600><c> and</c><00:01:48.159><c> it</c><00:01:48.560><c> can</c><00:01:48.799><c> be</c><00:01:49.040><c> used</c><00:01:49.520><c> to</c><00:01:49.840><c> withstand</c> collapse and it can be used to withstand collapse and it can be used to withstand load<00:01:51.280><c> safely</c> load safely load safely the<00:01:54.200><c> serviceability</c><00:01:55.200><c> limit</c><00:01:55.600><c> state</c><00:01:56.240><c> is</c> the serviceability limit state is the serviceability limit state is related<00:01:57.520><c> to</c><00:01:58.000><c> the</c><00:01:58.479><c> well-being</c><00:01:59.520><c> and</c><00:01:59.759><c> the</c><00:01:59.920><c> good</c> related to the well-being and the good related to the well-being and the good conditions<00:02:00.960><c> of</c><00:02:01.040><c> the</c><00:02:01.200><c> structures</c> conditions of the structures conditions of the structures as<00:02:03.439><c> long</c><00:02:03.840><c> as</c><00:02:04.159><c> the</c><00:02:04.399><c> visibility</c><00:02:05.119><c> limit</c><00:02:05.520><c> state</c><00:02:05.840><c> is</c> as long as the visibility limit state is as long as the visibility limit state is not<00:02:06.240><c> achieved</c> not achieved not achieved the<00:02:07.520><c> appearance</c><00:02:08.720><c> the</c><00:02:08.879><c> efficiency</c><00:02:10.080><c> the</c> the appearance the efficiency the the appearance the efficiency the durability durability durability and<00:02:12.000><c> even</c><00:02:12.400><c> the</c><00:02:12.720><c> comfort</c><00:02:13.360><c> of</c><00:02:13.599><c> the</c><00:02:13.920><c> occupants</c> and even the comfort of the occupants and even the comfort of the occupants can<00:02:15.360><c> be</c><00:02:15.680><c> answered</c><00:02:18.000><c> the</c><00:02:18.400><c> three</c><00:02:18.720><c> main</c><00:02:19.040><c> criteria</c> can be answered the three main criteria can be answered the three main criteria to<00:02:19.840><c> be</c><00:02:20.080><c> checked</c><00:02:20.400><c> within</c><00:02:20.879><c> the</c><00:02:21.120><c> serviceability</c> to be checked within the serviceability to be checked within the serviceability limit<00:02:22.480><c> state</c><00:02:22.959><c> include</c><00:02:23.360><c> the</c><00:02:23.760><c> deflections</c> limit state include the deflections limit state include the deflections cracking cracking cracking and<00:02:26.400><c> durability</c> and durability and durability the<00:02:29.360><c> other</c><00:02:29.840><c> criteria</c><00:02:30.800><c> include</c><00:02:31.360><c> the</c> the other criteria include the the other criteria include the excessive<00:02:32.800><c> vibrations</c><00:02:34.160><c> fatigue</c> excessive vibrations fatigue excessive vibrations fatigue fire<00:02:35.519><c> resistance</c><00:02:36.879><c> and</c><00:02:37.360><c> other</c><00:02:37.840><c> special</c> fire resistance and other special fire resistance and other special circumstances circumstances circumstances such<00:02:40.000><c> as</c><00:02:40.319><c> earthquake</c><00:02:40.879><c> resistance</c> such as earthquake resistance such as earthquake resistance in<00:02:43.040><c> the</c><00:02:43.280><c> design</c><00:02:43.920><c> of</c><00:02:44.160><c> a</c><00:02:44.239><c> reinforced</c><00:02:44.879><c> concrete</c> in the design of a reinforced concrete in the design of a reinforced concrete structures structures structures we<00:02:46.560><c> need</c><00:02:46.800><c> to</c><00:02:47.040><c> check</c><00:02:47.280><c> the</c><00:02:47.440><c> structures</c><00:02:48.239><c> against</c> we need to check the structures against we need to check the structures against the<00:02:48.959><c> ultimate</c><00:02:49.519><c> limit</c><00:02:49.840><c> state</c> the ultimate limit state the ultimate limit state so<00:02:50.800><c> that</c><00:02:51.040><c> it</c><00:02:51.200><c> doesn't</c><00:02:51.599><c> collapse</c><00:02:52.640><c> and</c><00:02:53.120><c> check</c> so that it doesn't collapse and check so that it doesn't collapse and check against<00:02:53.920><c> the</c><00:02:54.160><c> serviceability</c><00:02:55.120><c> limit</c><00:02:55.440><c> state</c> against the serviceability limit state against the serviceability limit state so<00:02:56.400><c> that</c><00:02:56.800><c> the</c><00:02:57.360><c> quality</c><00:02:58.080><c> of</c><00:02:58.239><c> the</c><00:02:58.480><c> structures</c> so that the quality of the structures so that the quality of the structures will<00:02:59.440><c> remain</c> will remain will remain consistent<00:03:00.879><c> throughout</c><00:03:01.440><c> its</c><00:03:01.680><c> design</c><00:03:02.239><c> life</c> consistent throughout its design life consistent throughout its design life as<00:03:03.680><c> for</c><00:03:03.920><c> the</c><00:03:04.159><c> design</c><00:03:04.640><c> process</c><00:03:05.840><c> normally</c> as for the design process normally as for the design process normally we<00:03:06.800><c> will</c><00:03:07.200><c> check</c><00:03:07.519><c> against</c><00:03:08.080><c> the</c><00:03:08.400><c> ultimate</c><00:03:08.959><c> limit</c> we will check against the ultimate limit we will check against the ultimate limit state<00:03:09.760><c> first</c> state first state first then<00:03:11.120><c> followed</c><00:03:11.680><c> by</c><00:03:12.080><c> the</c><00:03:12.360><c> serviceability</c> then followed by the serviceability then followed by the serviceability limit<00:03:13.840><c> state</c> limit state limit state checking
18	K1nuXNiqZl8	2.4 Characteristic strength of material	https://www.youtube.com/watch?v=K1nuXNiqZl8	2.4_Characteristic_strength_of_material.en.vtt	characteristic<00:00:01.199><c> strength</c><00:00:02.000><c> of</c><00:00:02.320><c> material</c> characteristic strength of material characteristic strength of material the<00:00:04.080><c> characteristic</c><00:00:04.960><c> strength</c><00:00:05.920><c> is</c><00:00:06.240><c> a</c> the characteristic strength is a the characteristic strength is a statistical statistical statistical value<00:00:08.880><c> which</c><00:00:09.200><c> represent</c><00:00:10.000><c> the</c><00:00:10.400><c> material</c> value which represent the material value which represent the material strength strength strength which<00:00:12.480><c> is</c><00:00:13.040><c> unlikely</c><00:00:13.840><c> to</c><00:00:14.080><c> be</c><00:00:14.400><c> lower</c><00:00:14.960><c> than</c><00:00:15.360><c> that</c> which is unlikely to be lower than that which is unlikely to be lower than that value value value it<00:00:18.240><c> is</c><00:00:18.560><c> developed</c><00:00:19.359><c> on</c><00:00:19.600><c> the</c><00:00:19.840><c> basis</c><00:00:20.560><c> of</c> it is developed on the basis of it is developed on the basis of that<00:00:21.279><c> the</c><00:00:21.439><c> strength</c><00:00:21.920><c> of</c><00:00:22.080><c> the</c><00:00:22.240><c> material</c><00:00:23.199><c> is</c> that the strength of the material is that the strength of the material is normally<00:00:24.320><c> distributed</c> normally distributed normally distributed and<00:00:26.480><c> this</c><00:00:26.800><c> is</c><00:00:27.199><c> true</c><00:00:28.000><c> when</c><00:00:28.320><c> the</c><00:00:28.720><c> number</c><00:00:29.279><c> of</c> and this is true when the number of and this is true when the number of sample sample sample is<00:00:30.800><c> unlimitedly</c><00:00:31.920><c> large</c> is unlimitedly large is unlimitedly large this<00:00:34.480><c> figure</c><00:00:35.120><c> shows</c><00:00:35.680><c> a</c><00:00:36.000><c> normal</c><00:00:36.559><c> distribution</c> this figure shows a normal distribution this figure shows a normal distribution curve<00:00:38.559><c> of</c><00:00:38.960><c> the</c><00:00:39.440><c> material</c><00:00:40.000><c> strength</c> curve of the material strength curve of the material strength y-axis<00:00:43.040><c> represent</c><00:00:43.920><c> the</c><00:00:44.320><c> number</c><00:00:44.960><c> of</c> y-axis represent the number of y-axis represent the number of test<00:00:45.840><c> specimen</c><00:00:47.520><c> that</c><00:00:47.760><c> means</c><00:00:48.079><c> the</c><00:00:48.320><c> frequency</c> test specimen that means the frequency test specimen that means the frequency and<00:00:50.640><c> x-axis</c><00:00:51.520><c> represent</c><00:00:52.239><c> the</c><00:00:52.640><c> strength</c><00:00:53.199><c> of</c><00:00:53.360><c> the</c> and x-axis represent the strength of the and x-axis represent the strength of the material a<00:00:57.440><c> typical</c><00:00:58.160><c> bell</c><00:00:58.559><c> curve</c><00:00:59.039><c> is</c><00:00:59.359><c> obtained</c> a typical bell curve is obtained a typical bell curve is obtained the<00:01:01.680><c> highest</c><00:01:02.239><c> point</c><00:01:02.719><c> of</c><00:01:02.800><c> the</c><00:01:03.039><c> bell</c><00:01:03.359><c> curve</c> the highest point of the bell curve the highest point of the bell curve represents represents represents the<00:01:05.360><c> mean</c><00:01:05.920><c> strength</c> the<00:01:08.880><c> curve</c><00:01:09.360><c> is</c><00:01:09.680><c> symmetrical</c><00:01:10.640><c> both</c><00:01:10.960><c> sides</c> the<00:01:14.479><c> characteristics</c><00:01:15.520><c> rank</c><00:01:16.080><c> is</c><00:01:16.320><c> determined</c> the characteristics rank is determined the characteristics rank is determined at<00:01:17.360><c> the</c><00:01:17.520><c> positions</c> at the positions at the positions of<00:01:19.680><c> offset</c><00:01:20.520><c> 1.64</c> of offset 1.64 of offset 1.64 standard<00:01:22.960><c> deviations</c><00:01:24.320><c> from</c><00:01:24.720><c> the</c><00:01:25.040><c> mean</c> standard deviations from the mean standard deviations from the mean strength strength strength here this<00:01:29.840><c> characteristic</c><00:01:30.799><c> strength</c><00:01:31.200><c> line</c><00:01:32.000><c> here</c> separates<00:01:35.200><c> the</c><00:01:36.079><c> probability</c><00:01:37.119><c> of</c><00:01:37.520><c> 95</c> separates the probability of 95 separates the probability of 95 and<00:01:39.600><c> five</c><00:01:39.920><c> percent</c><00:01:42.079><c> the</c><00:01:42.320><c> area</c><00:01:42.799><c> below</c><00:01:43.200><c> the</c><00:01:43.439><c> bell</c> and five percent the area below the bell and five percent the area below the bell curve<00:01:44.079><c> here</c><00:01:44.399><c> represents</c><00:01:45.119><c> 95</c> curve here represents 95 curve here represents 95 of<00:01:46.720><c> the</c><00:01:46.960><c> sample</c><00:01:47.920><c> while</c><00:01:48.320><c> the</c><00:01:48.640><c> area</c><00:01:49.280><c> at</c><00:01:49.439><c> the</c><00:01:49.680><c> end</c> of the sample while the area at the end of the sample while the area at the end of<00:01:50.079><c> the</c><00:01:50.320><c> bell</c><00:01:50.640><c> curve</c><00:01:50.880><c> here</c><00:01:51.280><c> represents</c> of the bell curve here represents of the bell curve here represents five<00:01:52.399><c> percent</c><00:01:53.119><c> of</c><00:01:53.280><c> the</c><00:01:53.680><c> bell</c><00:01:54.000><c> curve</c><00:01:54.479><c> area</c> five percent of the bell curve area five percent of the bell curve area the<00:01:56.719><c> value</c><00:01:57.280><c> of</c><00:01:57.520><c> the</c><00:01:57.759><c> characteristic</c><00:01:58.719><c> strength</c> the value of the characteristic strength the value of the characteristic strength can<00:01:59.680><c> be</c> can be can be calculated<00:02:01.040><c> by</c><00:02:01.600><c> obtaining</c><00:02:02.479><c> the</c><00:02:02.880><c> mean</c> calculated by obtaining the mean calculated by obtaining the mean strength strength strength minus<00:02:05.159><c> 1.64</c><00:02:06.240><c> times</c><00:02:06.719><c> the</c> minus 1.64 times the minus 1.64 times the standard<00:02:07.680><c> deviations</c><00:02:09.599><c> so</c><00:02:09.920><c> what</c><00:02:10.160><c> does</c><00:02:10.399><c> it</c><00:02:10.640><c> mean</c> standard deviations so what does it mean standard deviations so what does it mean by<00:02:11.520><c> the</c><00:02:11.920><c> characteristic</c><00:02:12.879><c> strength</c> by the characteristic strength by the characteristic strength let's<00:02:14.879><c> say</c><00:02:15.200><c> now</c><00:02:15.520><c> we</c><00:02:15.760><c> have</c><00:02:16.000><c> a</c><00:02:16.160><c> concrete</c><00:02:16.720><c> of</c><00:02:16.879><c> the</c> let's say now we have a concrete of the let's say now we have a concrete of the characteristic<00:02:17.920><c> strength</c><00:02:18.480><c> of</c> characteristic strength of characteristic strength of 20<00:02:21.040><c> x</c><00:02:21.520><c> mean</c><00:02:21.920><c> strength</c> 20 x mean strength 20 x mean strength basically<00:02:23.680><c> is</c><00:02:23.840><c> going</c><00:02:24.160><c> to</c><00:02:24.400><c> be</c><00:02:24.800><c> greater</c><00:02:25.599><c> than</c> basically is going to be greater than basically is going to be greater than 20<00:02:28.160><c> probably</c><00:02:28.879><c> 25</c> 20 probably 25 20 probably 25 28<00:02:30.640><c> or</c><00:02:31.040><c> 30.</c><00:02:32.640><c> for</c><00:02:32.800><c> a</c><00:02:33.040><c> random</c><00:02:33.599><c> piece</c><00:02:34.000><c> of</c><00:02:34.239><c> concrete</c> 28 or 30. for a random piece of concrete 28 or 30. for a random piece of concrete sample sample sample that<00:02:35.680><c> you</c><00:02:36.000><c> obtain</c><00:02:36.640><c> from</c><00:02:36.879><c> the</c><00:02:37.040><c> group</c><00:02:37.360><c> of</c> that you obtain from the group of that you obtain from the group of samples samples samples there<00:02:39.280><c> will</c><00:02:39.519><c> be</c><00:02:40.000><c> 95</c><00:02:40.879><c> percent</c><00:02:41.680><c> of</c><00:02:42.000><c> chances</c> there will be 95 percent of chances there will be 95 percent of chances that<00:02:42.959><c> you</c><00:02:43.200><c> obtain</c><00:02:43.920><c> the</c><00:02:44.319><c> concrete</c><00:02:44.800><c> strength</c> that you obtain the concrete strength that you obtain the concrete strength greater<00:02:45.920><c> than</c> greater than greater than 20.<00:02:48.400><c> there</c><00:02:48.640><c> is</c><00:02:48.879><c> only</c><00:02:49.280><c> five</c><00:02:49.599><c> percent</c> 20. there is only five percent 20. there is only five percent of<00:02:50.720><c> the</c><00:02:51.280><c> samples</c><00:02:52.720><c> that</c><00:02:53.120><c> have</c><00:02:53.360><c> the</c><00:02:53.680><c> strength</c> of the samples that have the strength of the samples that have the strength less<00:02:54.640><c> than</c><00:02:54.959><c> 20.</c> less than 20. less than 20. in<00:02:57.120><c> another</c><00:02:57.599><c> word</c><00:02:58.480><c> you</c><00:02:58.800><c> have</c><00:02:59.200><c> at</c><00:02:59.360><c> least</c><00:02:59.760><c> 95</c> in another word you have at least 95 in another word you have at least 95 percent percent percent guarantee<00:03:02.239><c> strength</c><00:03:03.040><c> greater</c><00:03:03.920><c> than</c><00:03:04.480><c> 20.</c> guarantee strength greater than 20. guarantee strength greater than 20. this<00:03:07.280><c> characteristic</c><00:03:08.080><c> strength</c><00:03:08.720><c> is</c><00:03:08.959><c> very</c> this characteristic strength is very this characteristic strength is very important important important as<00:03:11.120><c> it</c><00:03:11.360><c> is</c><00:03:11.840><c> used</c><00:03:12.400><c> in</c><00:03:12.640><c> the</c><00:03:13.120><c> design</c> as it is used in the design as it is used in the design of<00:03:14.239><c> the</c><00:03:14.720><c> concrete</c><00:03:16.239><c> it</c><00:03:16.560><c> is</c><00:03:16.959><c> not</c><00:03:17.280><c> just</c><00:03:17.840><c> main</c> of the concrete it is not just main of the concrete it is not just main for<00:03:18.640><c> the</c><00:03:19.280><c> compressive</c><00:03:19.920><c> strength</c><00:03:20.400><c> of</c><00:03:20.560><c> the</c> for the compressive strength of the for the compressive strength of the concrete concrete concrete it<00:03:22.319><c> is</c><00:03:22.720><c> also</c><00:03:23.280><c> used</c><00:03:23.760><c> to</c><00:03:24.239><c> compute</c><00:03:24.879><c> for</c> it is also used to compute for it is also used to compute for the<00:03:25.599><c> other</c><00:03:26.080><c> property</c><00:03:26.799><c> of</c><00:03:26.959><c> the</c><00:03:27.120><c> concrete</c> the other property of the concrete the other property of the concrete as<00:03:29.440><c> these</c><00:03:29.920><c> properties</c><00:03:31.360><c> are</c><00:03:31.680><c> very</c> as these properties are very as these properties are very much<00:03:32.480><c> dependent</c><00:03:33.440><c> of</c><00:03:33.599><c> the</c><00:03:34.560><c> grade</c><00:03:35.040><c> and</c><00:03:35.200><c> the</c> much dependent of the grade and the much dependent of the grade and the characteristic<00:03:36.239><c> strength</c><00:03:36.720><c> of</c><00:03:36.799><c> the</c><00:03:37.040><c> concrete</c> characteristic strength of the concrete characteristic strength of the concrete the<00:03:39.680><c> relevant</c><00:03:40.480><c> details</c><00:03:41.280><c> are</c><00:03:41.680><c> given</c><00:03:42.319><c> in</c> the relevant details are given in the relevant details are given in table<00:03:43.200><c> 3.1</c><00:03:44.319><c> in</c><00:03:44.640><c> eurocode</c><00:03:45.360><c> 2.</c> the<00:03:48.319><c> first</c><00:03:48.720><c> row</c><00:03:49.120><c> here</c><00:03:49.599><c> fck</c><00:03:50.560><c> represents</c><00:03:51.280><c> the</c> the first row here fck represents the the first row here fck represents the characteristic<00:03:52.640><c> strength</c><00:03:53.120><c> of</c><00:03:53.200><c> the</c><00:03:53.439><c> concrete</c> characteristic strength of the concrete characteristic strength of the concrete these<00:03:55.760><c> numbers</c><00:03:56.560><c> are</c><00:03:56.879><c> typically</c><00:03:57.920><c> the</c> these numbers are typically the these numbers are typically the grade<00:03:59.519><c> number</c><00:04:00.159><c> of</c><00:04:00.319><c> the</c><00:04:00.560><c> concrete</c> these<00:04:04.560><c> are</c><00:04:04.959><c> some</c><00:04:05.360><c> other</c><00:04:05.760><c> properties</c><00:04:06.560><c> of</c><00:04:06.640><c> the</c> these are some other properties of the these are some other properties of the concrete concrete concrete which<00:04:08.400><c> include</c><00:04:08.959><c> the</c><00:04:09.439><c> mean</c><00:04:09.760><c> strength</c><00:04:10.879><c> the</c> which include the mean strength the which include the mean strength the tensile<00:04:11.680><c> strength</c><00:04:12.080><c> of</c><00:04:12.159><c> the</c><00:04:12.840><c> concrete</c><00:04:13.920><c> and</c> tensile strength of the concrete and tensile strength of the concrete and modulus<00:04:15.360><c> of</c><00:04:15.720><c> elasticity</c><00:04:17.440><c> and</c> modulus of elasticity and modulus of elasticity and the<00:04:18.959><c> strength</c><00:04:19.600><c> of</c><00:04:19.680><c> the</c><00:04:19.919><c> concrete</c> the strength of the concrete the strength of the concrete the<00:04:22.720><c> equations</c><00:04:23.840><c> are</c><00:04:24.160><c> listed</c><00:04:24.720><c> here</c> the equations are listed here the equations are listed here and<00:04:26.720><c> the</c><00:04:26.960><c> relevant</c><00:04:27.600><c> value</c><00:04:28.320><c> have</c><00:04:28.560><c> been</c> and the relevant value have been and the relevant value have been computed<00:04:29.600><c> in</c><00:04:29.919><c> this</c><00:04:30.520><c> table</c>
19	NYGk_XACJro	2.5 Characteristic action	https://www.youtube.com/watch?v=NYGk_XACJro	2.5_Characteristic_action.en.vtt	The <00:00:00.775><c>ganges </c><00:00:01.550><c>Action </c><00:00:02.325><c>The </c><00:00:03.100><c>tonic </c><00:00:03.875><c>I </c><00:00:04.650><c>IS</c> The ganges Action The tonic I IS The ganges Action The tonic I IS effective <00:00:07.131><c>IS </c><00:00:07.852><c>you </c><00:00:08.573><c>to </c><00:00:09.294><c>descend </c><00:00:10.015><c>afford</c> effective IS you to descend afford effective IS you to descend afford to <00:00:11.433><c>be </c><00:00:11.866><c>a </c><00:00:12.299><c>will</c> to be a will to be a will of <00:00:15.390><c>Z</c> of Z of Z out really still she just writer with tick app me out really still she just writer with tick app me out really still she just writer with tick app me this <00:00:19.080><c>Thing </c><00:00:19.440><c>We </c><00:00:19.800><c>love </c><00:00:20.160><c>to </c><00:00:20.520><c>She </c><00:00:20.880><c>just</c> this Thing We love to She just this Thing We love to She just refreshing <00:00:22.440><c>and </c><00:00:23.200><c>attila </c><00:00:23.960><c>the </c><00:00:24.720><c>previous</c> refreshing and attila the previous refreshing and attila the previous Video Video Video they <00:00:26.752><c>are </c><00:00:27.204><c>Two </c><00:00:27.656><c>to </c><00:00:28.108><c>very</c> they are Two to very they are Two to very exciting <00:00:30.596><c>but </c><00:00:30.812><c>maxing </c><00:00:31.028><c>the </c><00:00:31.244><c>city </c><00:00:31.460><c>can </c><00:00:31.676><c>occasionally</c> exciting but maxing the city can occasionally exciting but maxing the city can occasionally maybe <00:00:34.140><c>Catch</c> maybe Catch maybe Catch It <00:00:37.225><c>is </c><00:00:37.950><c>secreted</c> It is secreted It is secreted She <00:00:39.437><c>has </c><00:00:39.854><c>a </c><00:00:40.271><c>meaning </c><00:00:40.688><c>and </c><00:00:41.105><c>offset </c><00:00:41.522><c>of </c><00:00:41.939><c>Warm </c><00:00:42.356><c>Point</c> She has a meaning and offset of Warm Point She has a meaning and offset of Warm Point Sex <00:00:44.351><c>Folstein </c><00:00:44.792><c>found </c><00:00:45.233><c>deviations </c><00:00:45.674><c>in </c><00:00:46.115><c>the </c><00:00:46.556><c>left</c> Sex Folstein found deviations in the left Sex Folstein found deviations in the left and <00:00:47.130><c>The </c><00:00:47.460><c>rights </c><00:00:47.790><c>of </c><00:00:48.120><c>the </c><00:00:48.450><c>Ming </c><00:00:48.780><c>Action</c> and The rights of the Ming Action and The rights of the Ming Action the <00:00:51.237><c>maxillary </c><00:00:51.784><c>view </c><00:00:52.331><c>of </c><00:00:52.878><c>the </c><00:00:53.425><c>cadogan</c> the maxillary view of the cadogan the maxillary view of the cadogan is <00:00:55.545><c>you </c><00:00:56.141><c>to </c><00:00:56.737><c>see </c><00:00:57.333><c>terms </c><00:00:57.929><c>In</c> is you to see terms In is you to see terms In thermostable thermostable thermostable For <00:01:02.480><c>most</c> For most For most Is <00:01:05.276><c>The </c><00:01:05.792><c>Song </c><00:01:06.308><c>The </c><00:01:06.824><c>leaders </c><00:01:07.340><c>and </c><00:01:07.856><c>List</c> Is The Song The leaders and List Is The Song The leaders and List Night <00:01:08.730><c>at </c><00:01:09.060><c>the </c><00:01:09.390><c>file </c><00:01:09.720><c>purchasing </c><00:01:10.050><c>of </c><00:01:10.380><c>the</c> Night at the file purchasing of the Night at the file purchasing of the cases <00:01:11.124><c>We </c><00:01:11.718><c>have </c><00:01:12.312><c>the </c><00:01:12.906><c>Let's </c><00:01:13.500><c>tent</c> cases We have the Let's tent cases We have the Let's tent The <00:01:14.190><c>Band</c> The Band The Band reference <00:01:15.946><c>End </c><00:01:16.352><c>or </c><00:01:16.758><c>the </c><00:01:17.164><c>work </c><00:01:17.570><c>you </c><00:01:17.976><c>only</c> reference End or the work you only reference End or the work you only Have <00:01:19.089><c>Eyes </c><00:01:19.779><c>percentage </c><00:01:20.469><c>purity </c><00:01:21.159><c>of</c> Have Eyes percentage purity of Have Eyes percentage purity of Under <00:01:22.564><c>cementing </c><00:01:23.158><c>curved</c> Under cementing curved Under cementing curved Add <00:01:25.664><c>Photo </c><00:01:26.218><c>Mini </c><00:01:26.772><c>murrah </c><00:01:27.326><c>River </c><00:01:27.880><c>of</c> Add Photo Mini murrah River of Add Photo Mini murrah River of the <00:01:28.264><c>daleks </c><00:01:28.619><c>section</c> the daleks section the daleks section It <00:01:31.021><c>is </c><00:01:31.472><c>some </c><00:01:31.923><c>Thai </c><00:01:32.374><c>to </c><00:01:32.825><c>Peak </c><00:01:33.276><c>of </c><00:01:33.727><c>Sister</c> It is some Thai to Peak of Sister It is some Thai to Peak of Sister in <00:01:34.777><c>the </c><00:01:35.314><c>Content </c><00:01:35.851><c>universe </c><00:01:36.388><c>members </c><00:01:36.925><c>And</c> in the Content universe members And in the Content universe members And spatial <00:01:38.439><c>Do </c><00:01:38.949><c>their </c><00:01:39.459><c>First </c><00:01:39.969><c>syllable</c> spatial Do their First syllable spatial Do their First syllable friend <00:01:41.143><c>sins </c><00:01:41.966><c>of </c><00:01:42.789><c>the</c> convert source she has this city fair green stripes presenter convert source she has this city fair green stripes presenter convert source she has this city fair green stripes presenter events <00:01:50.345><c>and </c><00:01:50.860><c>List</c> events and List events and List Tip <00:01:53.206><c>open </c><00:01:53.492><c>file </c><00:01:53.778><c>percentage </c><00:01:54.064><c>of </c><00:01:54.350><c>the </c><00:01:54.636><c>I</c> Tip open file percentage of the I Tip open file percentage of the I cies cies cies But if Twin Peaks returns, she'll have to go to Jerry's. If <00:02:03.820><c>she </c><00:02:04.070><c>meets </c><00:02:04.320><c>Buddha, </c><00:02:04.570><c>l </c><00:02:04.820><c>e, </c><00:02:05.070><c>but </c><00:02:05.320><c>Photisan</c> If she meets Buddha, l e, but Photisan If she meets Buddha, l e, but Photisan Maxing <00:02:06.944><c>Muang </c><00:02:07.348><c>and </c><00:02:07.752><c>Mini </c><00:02:08.156><c>Murrah </c><00:02:08.560><c>Care</c> Maxing Muang and Mini Murrah Care Maxing Muang and Mini Murrah Care Lecithin Lecithin Lecithin E <00:02:09.950><c>will </c><00:02:10.361><c>be </c><00:02:10.772><c>nice </c><00:02:11.183><c>to </c><00:02:11.594><c>Present </c><00:02:12.005><c>A.</c>
20	5pTRdhrQHIk	2.6 Factors of safety of materials	https://www.youtube.com/watch?v=5pTRdhrQHIk	2.6_Factors_of_safety_of_materials.en.vtt	partial<00:00:00.719><c> factors</c><00:00:01.280><c> of</c><00:00:01.639><c> safety</c><00:00:02.639><c> the</c><00:00:02.879><c> causes</c><00:00:03.439><c> of</c> partial factors of safety the causes of partial factors of safety the causes of errors<00:00:04.240><c> and</c><00:00:04.680><c> accuracy</c><00:00:05.640><c> during</c><00:00:06.040><c> the</c><00:00:06.279><c> analysis</c> errors and accuracy during the analysis errors and accuracy during the analysis of<00:00:07.359><c> reinforced</c><00:00:08.080><c> concrete</c><00:00:08.639><c> structures</c><00:00:09.639><c> can</c><00:00:09.920><c> be</c> of reinforced concrete structures can be of reinforced concrete structures can be due<00:00:10.679><c> to</c><00:00:11.080><c> the</c><00:00:11.440><c> design</c><00:00:12.080><c> assumptions</c><00:00:13.040><c> and</c> due to the design assumptions and due to the design assumptions and inaccuracy<00:00:14.639><c> of</c><00:00:14.879><c> the</c> inaccuracy of the inaccuracy of the calculations<00:00:17.080><c> also</c><00:00:17.840><c> it</c><00:00:18.000><c> can</c><00:00:18.199><c> be</c><00:00:18.439><c> due</c><00:00:18.760><c> to</c><00:00:19.039><c> the</c> calculations also it can be due to the calculations also it can be due to the possible<00:00:20.359><c> unusual</c><00:00:21.119><c> increase</c><00:00:21.720><c> in</c><00:00:21.920><c> the</c> possible unusual increase in the possible unusual increase in the magnitude<00:00:22.720><c> of</c><00:00:22.880><c> the</c><00:00:23.199><c> actions</c><00:00:24.199><c> I'm</c><00:00:24.519><c> foreing</c> magnitude of the actions I'm foreing magnitude of the actions I'm foreing stress stress stress redistributions<00:00:27.400><c> and</c><00:00:27.800><c> constructions</c><00:00:28.720><c> in</c> redistributions and constructions in redistributions and constructions in accuracy accuracy accuracy for<00:00:31.000><c> that</c><00:00:31.840><c> the</c><00:00:32.320><c> partial</c><00:00:32.960><c> factors</c><00:00:33.480><c> of</c><00:00:33.800><c> safeties</c> for that the partial factors of safeties for that the partial factors of safeties are<00:00:34.920><c> applied</c><00:00:35.640><c> in</c><00:00:35.879><c> order</c><00:00:36.360><c> to</c><00:00:36.879><c> CER</c><00:00:37.399><c> for</c><00:00:37.960><c> such</c> are applied in order to CER for such are applied in order to CER for such errors<00:00:39.079><c> and</c> errors and errors and inaccuracy<00:00:41.640><c> the</c><00:00:41.960><c> partial</c><00:00:42.440><c> factors</c><00:00:42.840><c> of</c><00:00:43.079><c> safety</c> inaccuracy the partial factors of safety inaccuracy the partial factors of safety is<00:00:44.200><c> a</c><00:00:44.680><c> tolerance</c><00:00:45.520><c> that</c><00:00:45.800><c> applied</c><00:00:46.320><c> to</c><00:00:46.600><c> the</c> is a tolerance that applied to the is a tolerance that applied to the materials<00:00:47.960><c> and</c> materials and materials and strength<00:00:50.840><c> it</c><00:00:51.039><c> is</c><00:00:51.360><c> applied</c><00:00:51.800><c> to</c><00:00:52.000><c> the</c><00:00:52.239><c> material</c> strength it is applied to the material strength it is applied to the material in<00:00:53.239><c> the</c><00:00:53.440><c> mode</c><00:00:53.920><c> of</c><00:00:54.320><c> the</c><00:00:54.879><c> partial</c><00:00:55.359><c> factor</c><00:00:55.760><c> of</c> in the mode of the partial factor of in the mode of the partial factor of safety<00:00:56.359><c> or</c><00:00:56.600><c> material</c><00:00:57.559><c> and</c><00:00:57.920><c> apply</c><00:00:58.399><c> to</c><00:00:58.640><c> the</c> safety or material and apply to the safety or material and apply to the actions<00:00:59.399><c> in</c><00:00:59.559><c> the</c><00:01:00.239><c> of</c><00:01:00.640><c> partial</c><00:01:01.199><c> factor</c><00:01:01.600><c> of</c> actions in the of partial factor of actions in the of partial factor of safety<00:01:02.519><c> of</c> safety of safety of actions<00:01:04.799><c> the</c><00:01:05.040><c> design</c><00:01:05.519><c> strength</c><00:01:05.960><c> of</c><00:01:06.119><c> the</c> actions the design strength of the actions the design strength of the material<00:01:07.360><c> will</c><00:01:07.640><c> be</c><00:01:08.520><c> the</c><00:01:09.080><c> characteristic</c> material will be the characteristic material will be the characteristic strength<00:01:10.560><c> divided</c><00:01:11.240><c> by</c><00:01:11.680><c> the</c><00:01:12.080><c> partial</c><00:01:12.680><c> factor</c> strength divided by the partial factor strength divided by the partial factor of<00:01:13.680><c> safety</c><00:01:14.680><c> with</c><00:01:14.960><c> that</c><00:01:15.640><c> you</c><00:01:15.840><c> are</c><00:01:16.280><c> designing</c> of safety with that you are designing of safety with that you are designing the<00:01:18.000><c> element</c><00:01:18.799><c> with</c><00:01:19.040><c> a</c><00:01:19.360><c> lower</c><00:01:20.280><c> material</c> the element with a lower material the element with a lower material strength<00:01:21.520><c> than</c><00:01:21.880><c> its</c><00:01:22.360><c> characteristic</c> strength than its characteristic strength than its characteristic strength<00:01:24.640><c> this</c><00:01:25.079><c> provide</c><00:01:25.560><c> allowance</c><00:01:26.439><c> to</c><00:01:26.880><c> the</c> strength this provide allowance to the strength this provide allowance to the materials<00:01:27.920><c> to</c><00:01:28.200><c> reach</c><00:01:28.680><c> its</c><00:01:29.200><c> characteristic</c> materials to reach its characteristic materials to reach its characteristic strength<00:01:32.119><c> as</c><00:01:32.360><c> for</c><00:01:32.680><c> the</c><00:01:32.960><c> action</c><00:01:33.960><c> the</c><00:01:34.200><c> design</c> strength as for the action the design strength as for the action the design actions<00:01:35.680><c> is</c><00:01:36.040><c> determined</c><00:01:36.799><c> by</c><00:01:37.119><c> multiplying</c><00:01:38.119><c> the</c> actions is determined by multiplying the actions is determined by multiplying the characteristic<00:01:39.600><c> actions</c><00:01:40.240><c> with</c><00:01:40.439><c> the</c><00:01:40.759><c> partial</c> characteristic actions with the partial characteristic actions with the partial factor<00:01:41.920><c> of</c> factor of factor of safety<00:01:44.040><c> Therefore</c><00:01:44.759><c> your</c><00:01:45.079><c> design</c><00:01:45.640><c> actions</c><00:01:46.360><c> are</c> safety Therefore your design actions are safety Therefore your design actions are normally<00:01:47.399><c> greater</c><00:01:48.159><c> than</c><00:01:48.439><c> the</c> normally greater than the normally greater than the characteristics characteristics characteristics action<00:01:52.799><c> with</c><00:01:53.280><c> this</c><00:01:53.680><c> paral</c><00:01:54.320><c> factor</c><00:01:54.759><c> of</c> action with this paral factor of action with this paral factor of safety<00:01:57.479><c> the</c><00:01:57.840><c> reinforced</c><00:01:58.640><c> concrete</c><00:01:59.119><c> element</c> safety the reinforced concrete element safety the reinforced concrete element are<00:02:00.439><c> designed</c><00:02:01.439><c> with</c><00:02:01.799><c> a</c><00:02:02.159><c> slight</c> are designed with a slight are designed with a slight conservative conservative conservative manner<00:02:07.320><c> this</c><00:02:07.759><c> equation</c><00:02:08.759><c> shows</c><00:02:09.440><c> the</c><00:02:10.000><c> design</c> manner this equation shows the design manner this equation shows the design compressive<00:02:11.239><c> strength</c><00:02:11.720><c> and</c><00:02:11.879><c> the</c><00:02:12.040><c> tensile</c> compressive strength and the tensile compressive strength and the tensile strength<00:02:13.080><c> of</c><00:02:13.280><c> the</c> strength of the strength of the concrete<00:02:15.280><c> it</c><00:02:15.480><c> is</c><00:02:15.760><c> the</c><00:02:16.120><c> functions</c><00:02:16.840><c> of</c><00:02:17.000><c> the</c> concrete it is the functions of the concrete it is the functions of the characteristics<00:02:18.400><c> compressive</c><00:02:19.040><c> strength</c> characteristics compressive strength characteristics compressive strength divided<00:02:20.400><c> with</c><00:02:20.840><c> partial</c><00:02:21.400><c> factor</c><00:02:21.800><c> of</c><00:02:22.000><c> safety</c><00:02:22.760><c> of</c> divided with partial factor of safety of divided with partial factor of safety of concrete concrete concrete material<00:02:25.319><c> as</c><00:02:25.480><c> for</c><00:02:25.760><c> the</c><00:02:25.920><c> tension</c><00:02:26.480><c> strength</c><00:02:27.480><c> it</c> material as for the tension strength it material as for the tension strength it is<00:02:28.599><c> characteristic</c><00:02:29.599><c> and</c><00:02:29.920><c> measure</c><00:02:30.319><c> tal</c> is characteristic and measure tal is characteristic and measure tal strength<00:02:31.560><c> divided</c><00:02:32.239><c> by</c><00:02:32.640><c> the</c><00:02:33.000><c> partial</c><00:02:33.640><c> factor</c> strength divided by the partial factor strength divided by the partial factor of<00:02:34.280><c> safety</c><00:02:34.920><c> of</c><00:02:35.120><c> the</c> of safety of the of safety of the concrete<00:02:37.720><c> there</c><00:02:37.920><c> is</c><00:02:38.280><c> Alpha</c><00:02:38.760><c> CC</c><00:02:39.400><c> and</c><00:02:39.640><c> Alpha</c><00:02:40.120><c> CT</c> concrete there is Alpha CC and Alpha CT concrete there is Alpha CC and Alpha CT there<00:02:43.159><c> these</c><00:02:43.400><c> are</c><00:02:43.800><c> the</c><00:02:44.159><c> coefficients</c><00:02:45.040><c> of</c> there these are the coefficients of there these are the coefficients of long-term<00:02:46.080><c> effect</c><00:02:46.800><c> and</c><00:02:47.200><c> of</c><00:02:47.680><c> unfavorable</c> long-term effect and of unfavorable long-term effect and of unfavorable effect<00:02:49.200><c> of</c><00:02:49.840><c> loading</c><00:02:50.840><c> acting</c><00:02:51.360><c> on</c><00:02:51.800><c> the</c> effect of loading acting on the effect of loading acting on the concrete<00:02:54.959><c> Alpha</c><00:02:55.440><c> CC</c><00:02:56.000><c> and</c><00:02:56.200><c> Alpha</c><00:02:56.680><c> CT</c><00:02:57.599><c> is</c> concrete Alpha CC and Alpha CT is concrete Alpha CC and Alpha CT is normally<00:02:58.560><c> taken</c><00:02:59.080><c> as</c><00:02:59.400><c> one</c> normally taken as one normally taken as one .0<00:03:01.879><c> a</c><00:03:02.080><c> more</c><00:03:02.519><c> exact</c><00:03:03.000><c> number</c><00:03:03.720><c> can</c><00:03:03.920><c> be</c><00:03:04.280><c> referred</c> .0 a more exact number can be referred .0 a more exact number can be referred to<00:03:05.400><c> the</c><00:03:05.720><c> National</c><00:03:06.280><c> andex</c><00:03:07.159><c> which</c><00:03:07.519><c> range</c> to the National andex which range to the National andex which range between<00:03:08.840><c> 0.8</c><00:03:09.840><c> to</c> 1.0<00:03:14.000><c> the</c><00:03:14.400><c> partial</c><00:03:14.959><c> factor</c><00:03:15.480><c> of</c><00:03:15.920><c> safety</c><00:03:16.560><c> of</c><00:03:16.720><c> the</c> 1.0 the partial factor of safety of the 1.0 the partial factor of safety of the materials<00:03:18.120><c> can</c><00:03:18.360><c> be</c><00:03:18.760><c> obtained</c><00:03:19.360><c> from</c><00:03:19.760><c> table</c><00:03:20.480><c> 2.1</c> materials can be obtained from table 2.1 materials can be obtained from table 2.1 in<00:03:21.799><c> Euro</c><00:03:22.280><c> code</c><00:03:22.959><c> 2</c><00:03:23.959><c> it</c><00:03:24.159><c> is</c><00:03:24.519><c> classified</c><00:03:25.519><c> based</c><00:03:25.959><c> on</c> in Euro code 2 it is classified based on in Euro code 2 it is classified based on the<00:03:26.519><c> type</c><00:03:26.840><c> of</c><00:03:27.439><c> material</c><00:03:28.439><c> which</c><00:03:28.640><c> are</c><00:03:29.040><c> the</c> the type of material which are the the type of material which are the concrete<00:03:30.120><c> the</c><00:03:30.319><c> reinforcing</c><00:03:31.040><c> steel</c><00:03:31.840><c> and</c> concrete the reinforcing steel and concrete the reinforcing steel and pre-stressing pre-stressing pre-stressing steel<00:03:35.040><c> there</c><00:03:35.200><c> are</c><00:03:35.599><c> two</c><00:03:36.200><c> main</c><00:03:36.720><c> type</c><00:03:37.239><c> of</c><00:03:37.799><c> the</c> steel there are two main type of the steel there are two main type of the design design design situations<00:03:42.000><c> for</c><00:03:42.280><c> the</c><00:03:42.599><c> persistence</c><00:03:43.439><c> and</c> situations for the persistence and situations for the persistence and transume<00:03:44.720><c> conditions</c><00:03:45.560><c> the</c><00:03:45.879><c> partial</c><00:03:46.480><c> factor</c> transume conditions the partial factor transume conditions the partial factor of<00:03:47.120><c> safety</c><00:03:47.760><c> of</c><00:03:48.040><c> concrete</c><00:03:48.680><c> is</c> of safety of concrete is of safety of concrete is 1.5<00:03:51.000><c> as</c><00:03:51.200><c> for</c><00:03:51.519><c> The</c><00:03:51.799><c> Accidental</c><00:03:52.760><c> design</c> 1.5 as for The Accidental design 1.5 as for The Accidental design situations<00:03:54.640><c> the</c><00:03:55.159><c> partial</c><00:03:55.720><c> factor</c><00:03:56.120><c> of</c><00:03:56.319><c> safety</c> situations the partial factor of safety situations the partial factor of safety is<00:03:57.360><c> 1.2</c> is 1.2 is 1.2 the<00:04:00.239><c> definitions</c><00:04:01.239><c> of</c><00:04:01.680><c> these</c><00:04:02.120><c> terms</c><00:04:03.000><c> are</c><00:04:03.480><c> given</c> the definitions of these terms are given the definitions of these terms are given here<00:04:06.760><c> the</c><00:04:07.040><c> persistence</c><00:04:08.000><c> design</c><00:04:08.640><c> situations</c> here the persistence design situations here the persistence design situations refers<00:04:10.280><c> to</c><00:04:10.599><c> the</c><00:04:10.799><c> normal</c><00:04:11.280><c> use</c><00:04:12.280><c> the</c><00:04:12.480><c> transition</c> refers to the normal use the transition refers to the normal use the transition situations<00:04:14.439><c> refers</c><00:04:14.959><c> to</c><00:04:15.239><c> the</c><00:04:15.560><c> temporary</c> situations refers to the temporary situations refers to the temporary conditions<00:04:17.560><c> such</c><00:04:17.880><c> as</c><00:04:18.440><c> during</c><00:04:18.919><c> the</c> conditions such as during the conditions such as during the excavations<00:04:20.959><c> or</c> excavations or excavations or repair<00:04:23.800><c> as</c><00:04:24.040><c> for</c><00:04:24.400><c> The</c><00:04:25.000><c> Accidental</c><00:04:26.000><c> it</c><00:04:26.199><c> is</c> repair as for The Accidental it is repair as for The Accidental it is referring<00:04:27.199><c> to</c><00:04:27.919><c> exceptional</c><00:04:28.919><c> conditions</c><00:04:29.759><c> such</c> referring to exceptional conditions such referring to exceptional conditions such as<00:04:30.400><c> fire</c><00:04:31.360><c> explosions</c><00:04:32.360><c> impact</c><00:04:33.360><c> or</c><00:04:33.840><c> the</c> as fire explosions impact or the as fire explosions impact or the consequences<00:04:35.120><c> of</c><00:04:35.400><c> localized</c> consequences of localized consequences of localized failure<00:04:37.680><c> the</c><00:04:37.919><c> partial</c><00:04:38.479><c> factor</c><00:04:38.880><c> of</c><00:04:39.120><c> safety</c><00:04:39.600><c> for</c> failure the partial factor of safety for failure the partial factor of safety for reinforcing<00:04:40.639><c> steel</c><00:04:41.320><c> is</c><00:04:42.160><c> 1.15</c><00:04:43.160><c> for</c><00:04:43.560><c> transume</c> reinforcing steel is 1.15 for transume reinforcing steel is 1.15 for transume and<00:04:46.000><c> persistence</c> consist<00:04:49.960><c> and</c><00:04:50.440><c> 1.0</c><00:04:51.440><c> for</c><00:04:51.919><c> The</c><00:04:52.759><c> Accidental</c> consist and 1.0 for The Accidental consist and 1.0 for The Accidental design<00:04:54.400><c> situation</c>
21	c1C6eissN-Y	2.7 Factors of safety for action	https://www.youtube.com/watch?v=c1C6eissN-Y	2.7_Factors_of_safety_for_action.en.vtt	this<00:00:00.320><c> slide</c><00:00:00.799><c> outlines</c><00:00:01.520><c> the</c><00:00:01.920><c> partial</c><00:00:02.480><c> factor</c> this slide outlines the partial factor this slide outlines the partial factor of<00:00:03.120><c> safety</c> of safety of safety of<00:00:04.000><c> the</c><00:00:04.240><c> actions</c><00:00:05.120><c> at</c><00:00:05.359><c> the</c><00:00:05.839><c> ultimate</c><00:00:06.399><c> limit</c> of the actions at the ultimate limit of the actions at the ultimate limit state state state and<00:00:07.880><c> serviceability</c><00:00:08.960><c> limit</c><00:00:09.360><c> state</c> and serviceability limit state and serviceability limit state the<00:00:11.360><c> ultimate</c><00:00:11.920><c> limit</c><00:00:12.320><c> state</c><00:00:12.799><c> is</c><00:00:13.120><c> referring</c><00:00:13.840><c> to</c> the ultimate limit state is referring to the ultimate limit state is referring to the<00:00:14.559><c> critical</c><00:00:15.120><c> state</c><00:00:16.000><c> of</c><00:00:16.160><c> the</c><00:00:16.320><c> structure</c> the critical state of the structure the critical state of the structure where<00:00:18.080><c> beyond</c><00:00:18.720><c> which</c><00:00:19.439><c> the</c><00:00:19.600><c> structures</c><00:00:20.320><c> become</c> where beyond which the structures become where beyond which the structures become unstable<00:00:22.080><c> and</c><00:00:22.480><c> endure</c><00:00:23.039><c> significant</c><00:00:24.000><c> damage</c> unstable and endure significant damage unstable and endure significant damage and<00:00:24.960><c> collapse</c><00:00:26.960><c> as</c><00:00:27.279><c> for</c><00:00:27.519><c> the</c><00:00:27.680><c> serviceability</c> and collapse as for the serviceability and collapse as for the serviceability limit<00:00:29.119><c> state</c> limit state limit state it<00:00:30.720><c> is</c><00:00:31.199><c> often</c><00:00:31.760><c> refers</c><00:00:32.320><c> to</c><00:00:32.800><c> the</c><00:00:33.120><c> well-being</c> it is often refers to the well-being it is often refers to the well-being good<00:00:34.640><c> conditions</c><00:00:35.760><c> and</c><00:00:36.160><c> durability</c><00:00:37.200><c> of</c><00:00:37.360><c> the</c> good conditions and durability of the good conditions and durability of the structures structures structures as<00:00:40.399><c> long</c><00:00:40.719><c> as</c><00:00:41.040><c> the</c><00:00:41.280><c> serviceability</c><00:00:42.239><c> limit</c> as long as the serviceability limit as long as the serviceability limit state<00:00:42.960><c> is</c><00:00:43.120><c> not</c><00:00:43.360><c> exceeded</c> state is not exceeded state is not exceeded the<00:00:44.640><c> structure</c><00:00:45.200><c> will</c><00:00:45.440><c> remain</c><00:00:46.079><c> in</c><00:00:46.399><c> good</c> the structure will remain in good the structure will remain in good conditions conditions conditions and<00:00:48.160><c> will</c><00:00:48.399><c> be</c><00:00:48.879><c> long</c><00:00:49.200><c> lasting</c><00:00:49.840><c> throughout</c><00:00:50.320><c> this</c> and will be long lasting throughout this and will be long lasting throughout this service<00:00:51.039><c> lines</c> service lines service lines you<00:00:52.399><c> can</c><00:00:52.719><c> see</c><00:00:53.120><c> here</c><00:00:53.840><c> the</c><00:00:54.239><c> partial</c><00:00:54.800><c> factor</c><00:00:55.280><c> of</c> you can see here the partial factor of you can see here the partial factor of safety safety safety for<00:00:56.480><c> different</c><00:00:56.960><c> state</c><00:00:57.600><c> will</c><00:00:57.920><c> have</c><00:00:58.399><c> different</c> for different state will have different for different state will have different numbers numbers numbers for<00:01:00.879><c> the</c><00:01:01.120><c> serviceability</c><00:01:02.079><c> limit</c><00:01:02.480><c> state</c><00:01:03.120><c> the</c> for the serviceability limit state the for the serviceability limit state the partial<00:01:03.920><c> factor</c><00:01:04.400><c> of</c><00:01:04.559><c> safety</c> partial factor of safety partial factor of safety is<00:01:05.680><c> equals</c><00:01:06.320><c> to</c><00:01:06.640><c> 1.0</c><00:01:07.680><c> for</c><00:01:07.920><c> the</c><00:01:08.080><c> permanent</c> is equals to 1.0 for the permanent is equals to 1.0 for the permanent actions actions actions and<00:01:09.920><c> variable</c><00:01:10.840><c> actions</c> and variable actions and variable actions as<00:01:12.799><c> for</c><00:01:13.040><c> the</c><00:01:13.200><c> ultimate</c><00:01:13.760><c> limit</c><00:01:14.159><c> states</c><00:01:15.200><c> the</c> as for the ultimate limit states the as for the ultimate limit states the partial<00:01:16.159><c> factor</c><00:01:16.560><c> of</c><00:01:16.720><c> safety</c><00:01:17.360><c> may</c><00:01:17.600><c> not</c> partial factor of safety may not partial factor of safety may not necessarily<00:01:18.640><c> be</c> necessarily be necessarily be 1.0<00:01:20.960><c> under</c><00:01:21.520><c> certain</c><00:01:22.080><c> conditions</c> 1.0 under certain conditions 1.0 under certain conditions it<00:01:23.520><c> can</c><00:01:23.759><c> be</c><00:01:24.159><c> equals</c><00:01:24.720><c> to</c><00:01:25.280><c> zero</c> it can be equals to zero it can be equals to zero from<00:01:27.520><c> the</c><00:01:27.680><c> table</c><00:01:28.159><c> here</c><00:01:28.799><c> you</c><00:01:29.040><c> will</c><00:01:29.360><c> see</c><00:01:29.759><c> a</c><00:01:29.920><c> few</c> from the table here you will see a few from the table here you will see a few terminologies terminologies terminologies the<00:01:32.079><c> permanent</c><00:01:32.720><c> action</c><00:01:34.320><c> the</c><00:01:34.720><c> leading</c> the permanent action the leading the permanent action the leading variable variable variable or<00:01:36.400><c> variable</c><00:01:37.040><c> actions</c><00:01:38.479><c> and</c><00:01:38.799><c> accompanying</c> or variable actions and accompanying or variable actions and accompanying variable<00:01:40.240><c> actions</c> the<00:01:43.840><c> permanent</c><00:01:44.479><c> actions</c><00:01:45.280><c> is</c><00:01:45.600><c> normally</c> the permanent actions is normally the permanent actions is normally referring<00:01:47.040><c> to</c> referring to referring to the<00:01:47.680><c> action</c><00:01:48.240><c> switch</c><00:01:48.799><c> is</c><00:01:49.200><c> more</c><00:01:49.520><c> or</c><00:01:49.680><c> less</c> the action switch is more or less the action switch is more or less constant constant constant throughout<00:01:51.280><c> the</c><00:01:51.520><c> service</c><00:01:52.000><c> life</c><00:01:52.399><c> of</c><00:01:52.560><c> the</c> throughout the service life of the throughout the service life of the structures structures structures it<00:01:54.880><c> is</c><00:01:55.119><c> always</c><00:01:55.680><c> associated</c><00:01:56.560><c> with</c><00:01:56.719><c> the</c><00:01:56.960><c> self</c> it is always associated with the self it is always associated with the self weight<00:01:57.680><c> of</c><00:01:57.920><c> the</c><00:01:58.159><c> structures</c> weight of the structures weight of the structures and<00:01:59.119><c> the</c><00:01:59.280><c> materials</c><00:02:00.560><c> or</c><00:02:00.799><c> the</c><00:02:01.040><c> finishes</c><00:02:01.920><c> of</c><00:02:02.079><c> the</c> and the materials or the finishes of the and the materials or the finishes of the structures structures structures as<00:02:04.640><c> for</c><00:02:04.799><c> the</c><00:02:05.040><c> variable</c><00:02:05.680><c> actions</c><00:02:06.799><c> it</c><00:02:07.040><c> is</c> as for the variable actions it is as for the variable actions it is normally<00:02:07.840><c> refers</c><00:02:08.479><c> to</c><00:02:08.879><c> the</c> normally refers to the normally refers to the temporary<00:02:10.080><c> impulse</c><00:02:10.720><c> loading</c><00:02:11.760><c> which</c><00:02:12.080><c> is</c> temporary impulse loading which is temporary impulse loading which is arising<00:02:13.200><c> from</c><00:02:13.440><c> the</c><00:02:13.760><c> traffic</c> arising from the traffic arising from the traffic of<00:02:14.480><c> people</c><00:02:15.840><c> wind</c><00:02:16.720><c> snow</c><00:02:17.120><c> loading</c> of people wind snow loading of people wind snow loading and<00:02:18.720><c> other</c><00:02:19.440><c> of</c><00:02:19.680><c> the</c><00:02:20.840><c> like</c> and other of the like and other of the like there<00:02:23.120><c> are</c><00:02:23.440><c> leading</c><00:02:24.000><c> variable</c><00:02:24.560><c> actions</c><00:02:25.200><c> and</c> there are leading variable actions and there are leading variable actions and accompanying<00:02:26.400><c> variable</c><00:02:26.959><c> actions</c> accompanying variable actions accompanying variable actions the<00:02:28.720><c> leading</c><00:02:29.200><c> variable</c><00:02:29.760><c> actions</c><00:02:30.560><c> is</c> the leading variable actions is the leading variable actions is referring<00:02:31.599><c> to</c><00:02:31.920><c> the</c><00:02:32.160><c> predominant</c><00:02:33.200><c> variable</c> referring to the predominant variable referring to the predominant variable actions<00:02:34.239><c> of</c><00:02:34.319><c> the</c><00:02:34.480><c> structure</c> actions of the structure actions of the structure such<00:02:35.840><c> as</c><00:02:36.319><c> a</c><00:02:37.120><c> impulse</c><00:02:37.840><c> crown</c><00:02:38.319><c> load</c> such as a impulse crown load such as a impulse crown load and<00:02:39.599><c> the</c><00:02:39.840><c> accompanying</c><00:02:40.640><c> variable</c><00:02:41.200><c> actions</c><00:02:41.920><c> is</c> and the accompanying variable actions is and the accompanying variable actions is the<00:02:42.319><c> secondary</c> the secondary the secondary variable<00:02:44.560><c> actions</c><00:02:45.440><c> such</c><00:02:45.840><c> as</c><00:02:46.080><c> the</c><00:02:46.239><c> effect</c><00:02:46.800><c> of</c> variable actions such as the effect of variable actions such as the effect of the the the wing<00:02:48.840><c> loading</c> wing loading wing loading from<00:02:50.720><c> the</c><00:02:50.959><c> table</c><00:02:51.440><c> here</c><00:02:52.239><c> there</c><00:02:52.480><c> are</c><00:02:52.720><c> another</c> from the table here there are another from the table here there are another two two two term<00:02:54.519><c> unfavorable</c><00:02:55.840><c> and</c><00:02:56.160><c> favorable</c> term unfavorable and favorable term unfavorable and favorable conditions conditions conditions they<00:02:59.680><c> normally</c><00:03:00.400><c> refers</c><00:03:01.120><c> to</c><00:03:01.440><c> the</c><00:03:01.760><c> effect</c><00:03:02.319><c> of</c> they normally refers to the effect of they normally refers to the effect of the<00:03:02.840><c> actions</c> the actions the actions on<00:03:04.640><c> the</c><00:03:04.879><c> design</c><00:03:05.360><c> situations</c><00:03:06.800><c> whether</c><00:03:07.360><c> to</c> on the design situations whether to on the design situations whether to increase<00:03:08.800><c> or</c><00:03:09.200><c> decrease</c><00:03:09.920><c> the</c><00:03:10.159><c> loading</c><00:03:10.640><c> acting</c> increase or decrease the loading acting increase or decrease the loading acting on<00:03:11.360><c> the</c><00:03:11.599><c> structures</c> on the structures on the structures when<00:03:14.400><c> the</c><00:03:14.560><c> actions</c><00:03:15.440><c> intends</c><00:03:16.080><c> to</c><00:03:16.480><c> decrease</c><00:03:17.040><c> the</c> when the actions intends to decrease the when the actions intends to decrease the loading<00:03:17.760><c> acting</c><00:03:18.239><c> on</c><00:03:18.400><c> the</c><00:03:18.560><c> structures</c> loading acting on the structures loading acting on the structures we<00:03:20.000><c> call</c><00:03:20.480><c> that</c><00:03:21.040><c> loading</c><00:03:21.680><c> as</c><00:03:22.400><c> favorable</c> we call that loading as favorable we call that loading as favorable actions<00:03:24.799><c> while</c><00:03:25.519><c> it</c><00:03:25.920><c> increase</c><00:03:26.480><c> the</c><00:03:26.799><c> loading</c> actions while it increase the loading actions while it increase the loading actions actions actions acting<00:03:28.799><c> on</c><00:03:29.040><c> the</c><00:03:29.200><c> structures</c><00:03:30.239><c> it</c><00:03:30.480><c> becomes</c> acting on the structures it becomes acting on the structures it becomes unfavorable the<00:03:34.560><c> factor</c><00:03:35.040><c> of</c><00:03:35.280><c> safety</c><00:03:35.840><c> for</c><00:03:36.080><c> the</c><00:03:36.319><c> favorable</c> the factor of safety for the favorable the factor of safety for the favorable and<00:03:37.400><c> unfavorable</c><00:03:38.480><c> conditions</c><00:03:39.760><c> differs</c> and unfavorable conditions differs and unfavorable conditions differs to<00:03:42.159><c> simulate</c><00:03:42.799><c> the</c><00:03:43.040><c> most</c><00:03:43.360><c> critical</c><00:03:44.000><c> situations</c> to simulate the most critical situations to simulate the most critical situations we<00:03:45.840><c> would</c><00:03:46.319><c> increase</c><00:03:47.200><c> the</c><00:03:47.920><c> tolerance</c> we would increase the tolerance we would increase the tolerance for<00:03:49.280><c> the</c><00:03:49.959><c> unfavorable</c><00:03:51.040><c> actions</c> for the unfavorable actions for the unfavorable actions while<00:03:52.400><c> decrease</c><00:03:53.120><c> the</c><00:03:53.599><c> factors</c><00:03:54.400><c> for</c><00:03:54.720><c> the</c> while decrease the factors for the while decrease the factors for the favorable<00:03:55.840><c> conditions</c><00:03:57.840><c> this</c> favorable conditions this favorable conditions this is<00:03:58.560><c> so</c><00:03:58.879><c> that</c><00:03:59.280><c> the</c><00:03:59.519><c> structures</c><00:04:00.400><c> is</c><00:04:00.720><c> undergoing</c> is so that the structures is undergoing is so that the structures is undergoing the the the worst<00:04:02.560><c> case</c><00:04:02.879><c> scenario</c><00:04:03.680><c> during</c><00:04:04.080><c> the</c><00:04:04.319><c> analysis</c> worst case scenario during the analysis worst case scenario during the analysis there<00:04:07.280><c> are</c><00:04:07.599><c> three</c><00:04:08.080><c> sets</c><00:04:08.560><c> of</c><00:04:08.959><c> the</c><00:04:09.519><c> conditions</c> there are three sets of the conditions there are three sets of the conditions to<00:04:10.560><c> be</c> to be to be considered<00:04:12.560><c> the</c><00:04:12.799><c> first</c><00:04:13.120><c> one</c><00:04:13.519><c> is</c><00:04:13.840><c> for</c><00:04:14.239><c> checking</c> considered the first one is for checking considered the first one is for checking the<00:04:14.959><c> aesthetic</c><00:04:15.519><c> equilibrium</c> the aesthetic equilibrium the aesthetic equilibrium of<00:04:16.959><c> a</c><00:04:17.280><c> building</c><00:04:17.759><c> structures</c> of a building structures of a building structures this<00:04:20.560><c> is</c><00:04:20.959><c> normally</c><00:04:21.600><c> referring</c><00:04:22.400><c> to</c><00:04:22.960><c> the</c> this is normally referring to the this is normally referring to the stability<00:04:24.720><c> and</c><00:04:25.120><c> overturning</c><00:04:25.919><c> resistance</c><00:04:26.720><c> of</c> stability and overturning resistance of stability and overturning resistance of the<00:04:27.120><c> structures</c> the structures the structures the<00:04:29.440><c> second</c><00:04:29.840><c> one</c><00:04:30.240><c> is</c><00:04:30.560><c> for</c><00:04:30.800><c> the</c><00:04:30.960><c> design</c><00:04:31.520><c> of</c><00:04:31.680><c> the</c> the second one is for the design of the the second one is for the design of the structural<00:04:32.560><c> element</c> structural element structural element it<00:04:33.919><c> excludes</c><00:04:34.880><c> your</c><00:04:35.120><c> technical</c><00:04:35.840><c> actions</c> it excludes your technical actions it excludes your technical actions these<00:04:38.720><c> conditions</c><00:04:39.759><c> is</c><00:04:40.080><c> used</c><00:04:40.639><c> mainly</c><00:04:41.280><c> for</c><00:04:41.600><c> the</c> these conditions is used mainly for the these conditions is used mainly for the structural<00:04:42.639><c> design</c> structural design structural design the<00:04:45.120><c> third</c><00:04:45.440><c> condition</c><00:04:46.320><c> is</c><00:04:46.560><c> an</c><00:04:46.880><c> alternative</c><00:04:47.840><c> to</c> the third condition is an alternative to the third condition is an alternative to the<00:04:48.880><c> first</c><00:04:49.360><c> and</c><00:04:49.680><c> second</c><00:04:50.160><c> conditions</c> the first and second conditions the first and second conditions the<00:04:53.199><c> factor</c><00:04:53.680><c> of</c><00:04:53.919><c> safety</c><00:04:54.880><c> of</c><00:04:55.199><c> the</c><00:04:55.520><c> different</c> the factor of safety of the different the factor of safety of the different conditions<00:04:57.280><c> differ</c><00:04:57.919><c> slightly</c> conditions differ slightly conditions differ slightly in<00:05:00.720><c> general</c><00:05:01.840><c> for</c><00:05:02.080><c> the</c><00:05:02.320><c> stability</c><00:05:03.199><c> check</c> in general for the stability check in general for the stability check the<00:05:04.160><c> factor</c><00:05:04.720><c> of</c><00:05:04.960><c> safety</c><00:05:05.759><c> it</c><00:05:05.919><c> will</c><00:05:06.160><c> be</c><00:05:06.639><c> slightly</c> the factor of safety it will be slightly the factor of safety it will be slightly smaller<00:05:08.080><c> for</c><00:05:08.400><c> the</c><00:05:08.639><c> permanent</c><00:05:09.280><c> actions</c> smaller for the permanent actions smaller for the permanent actions as<00:05:11.199><c> for</c><00:05:11.520><c> the</c><00:05:11.840><c> structural</c><00:05:12.479><c> design</c><00:05:13.120><c> check</c><00:05:13.680><c> the</c> as for the structural design check the as for the structural design check the factor<00:05:14.479><c> of</c><00:05:14.720><c> safety</c><00:05:15.440><c> will</c><00:05:15.759><c> be</c><00:05:16.080><c> relatively</c> factor of safety will be relatively factor of safety will be relatively large<00:05:17.520><c> for</c><00:05:17.759><c> the</c><00:05:18.639><c> permanent</c><00:05:19.280><c> action</c> large for the permanent action large for the permanent action the<00:05:21.360><c> permanent</c><00:05:22.080><c> actions</c><00:05:22.880><c> is</c><00:05:23.360><c> normally</c><00:05:24.080><c> easier</c> the permanent actions is normally easier the permanent actions is normally easier to to to predict<00:05:26.080><c> in</c><00:05:26.320><c> comparison</c><00:05:27.280><c> to</c><00:05:27.600><c> the</c><00:05:27.840><c> variable</c> predict in comparison to the variable predict in comparison to the variable action action action it<00:05:30.639><c> is</c><00:05:30.960><c> basically</c><00:05:31.919><c> computed</c><00:05:32.800><c> from</c><00:05:33.360><c> the</c> it is basically computed from the it is basically computed from the weight<00:05:34.400><c> of</c><00:05:34.560><c> the</c><00:05:34.720><c> material</c><00:05:36.400><c> for</c><00:05:36.720><c> that</c> weight of the material for that weight of the material for that the<00:05:37.919><c> factor</c><00:05:38.400><c> of</c><00:05:38.639><c> safeties</c><00:05:39.520><c> are</c><00:05:39.840><c> normally</c> the factor of safeties are normally the factor of safeties are normally smaller smaller smaller than<00:05:41.680><c> the</c><00:05:42.320><c> variable</c><00:05:43.039><c> action</c> than the variable action than the variable action and<00:05:45.280><c> due</c><00:05:45.680><c> to</c><00:05:46.080><c> the</c><00:05:46.600><c> flow-ability</c> and due to the flow-ability and due to the flow-ability nature<00:05:49.039><c> of</c><00:05:49.199><c> the</c><00:05:49.440><c> variable</c><00:05:50.080><c> actions</c> nature of the variable actions nature of the variable actions it<00:05:51.840><c> can</c><00:05:52.080><c> be</c><00:05:52.320><c> there</c><00:05:52.880><c> it</c><00:05:53.039><c> can</c><00:05:53.280><c> be</c><00:05:53.440><c> not</c><00:05:53.759><c> there</c> it can be there it can be not there it can be there it can be not there for<00:05:55.440><c> the</c><00:05:55.840><c> variable</c><00:05:56.479><c> actions</c><00:05:57.600><c> which</c><00:05:57.919><c> is</c> for the variable actions which is for the variable actions which is favorable<00:06:00.000><c> the</c><00:06:00.240><c> effect</c><00:06:00.880><c> needs</c><00:06:01.199><c> to</c><00:06:01.520><c> be</c> favorable the effect needs to be favorable the effect needs to be ignored<00:06:03.280><c> therefore</c><00:06:04.160><c> the</c><00:06:04.479><c> factor</c><00:06:04.960><c> of</c><00:06:05.199><c> safety</c> ignored therefore the factor of safety ignored therefore the factor of safety will<00:06:06.080><c> be</c> will be will be equals<00:06:07.039><c> to</c><00:06:07.600><c> zero</c><00:06:09.120><c> it</c><00:06:09.440><c> is</c> equals to zero it is equals to zero it is also<00:06:10.240><c> notice</c><00:06:10.800><c> that</c><00:06:11.520><c> the</c><00:06:11.919><c> partial</c><00:06:12.560><c> factor</c><00:06:13.039><c> of</c> also notice that the partial factor of also notice that the partial factor of safety safety safety of<00:06:14.000><c> the</c><00:06:14.240><c> leading</c><00:06:14.720><c> variable</c><00:06:15.520><c> and</c><00:06:15.600><c> the</c> of the leading variable and the of the leading variable and the accompanying<00:06:16.720><c> variable</c> accompanying variable accompanying variable it<00:06:18.080><c> will</c><00:06:18.319><c> be</c><00:06:18.720><c> totally</c><00:06:19.360><c> same</c><00:06:20.880><c> the</c><00:06:21.120><c> difference</c> it will be totally same the difference it will be totally same the difference will<00:06:22.000><c> be</c> will be will be the<00:06:23.919><c> variable</c><00:06:25.039><c> actions</c> the variable actions the variable actions and<00:06:26.160><c> the</c><00:06:26.400><c> permanent</c><00:06:27.280><c> actions</c> and the permanent actions and the permanent actions nevertheless<00:06:32.000><c> determining</c><00:06:32.880><c> the</c> nevertheless determining the nevertheless determining the leading<00:06:33.919><c> variable</c><00:06:34.560><c> actions</c><00:06:35.120><c> and</c><00:06:35.280><c> the</c> leading variable actions and the leading variable actions and the accompanying<00:06:36.240><c> variable</c> accompanying variable accompanying variable action<00:06:37.759><c> is</c><00:06:38.080><c> still</c><00:06:38.560><c> important</c> action is still important action is still important as<00:06:40.720><c> in</c><00:06:40.880><c> the</c><00:06:41.120><c> later</c><00:06:41.600><c> stage</c><00:06:42.080><c> of</c><00:06:42.160><c> the</c><00:06:42.400><c> analysis</c> as in the later stage of the analysis as in the later stage of the analysis there<00:06:44.479><c> will</c><00:06:44.720><c> be</c><00:06:45.199><c> another</c><00:06:45.840><c> factor</c> there will be another factor there will be another factor differentiating<00:06:47.759><c> the</c> differentiating the differentiating the leading<00:06:48.720><c> variables</c><00:06:49.680><c> and</c><00:06:49.840><c> the</c><00:06:50.080><c> accompanying</c> leading variables and the accompanying leading variables and the accompanying variable<00:06:51.520><c> actions</c> variable actions variable actions which<00:06:53.919><c> is</c><00:06:54.400><c> not</c><00:06:54.800><c> seen</c><00:06:55.199><c> here</c> which is not seen here which is not seen here for<00:06:56.960><c> the</c><00:06:57.199><c> time</c><00:06:57.520><c> being</c><00:06:58.319><c> you</c><00:06:58.479><c> can</c><00:06:58.800><c> simply</c> for the time being you can simply for the time being you can simply comprehend<00:07:00.160><c> that</c> comprehend that comprehend that there<00:07:01.120><c> is</c><00:07:01.440><c> one</c><00:07:01.759><c> set</c><00:07:02.240><c> of</c><00:07:02.560><c> the</c><00:07:03.280><c> partial</c><00:07:03.840><c> factor</c> there is one set of the partial factor there is one set of the partial factor of<00:07:04.479><c> safety</c><00:07:04.960><c> for</c><00:07:05.199><c> the</c><00:07:05.360><c> permanent</c><00:07:06.000><c> actions</c> of safety for the permanent actions of safety for the permanent actions and<00:07:07.360><c> another</c><00:07:08.000><c> set</c><00:07:08.400><c> of</c><00:07:08.880><c> partial</c><00:07:09.440><c> factor</c><00:07:09.840><c> or</c> and another set of partial factor or and another set of partial factor or safety safety safety for<00:07:11.039><c> the</c><00:07:11.759><c> variable</c><00:07:12.919><c> actions</c>
22	Foktsw4EAz4	2 8 Ultimate limit state Example	https://www.youtube.com/watch?v=Foktsw4EAz4	2_8_Ultimate_limit_state_Example.en.vtt	let's<00:00:00.480><c> try</c><00:00:00.799><c> an</c><00:00:00.960><c> example</c><00:00:01.839><c> in</c><00:00:02.159><c> using</c><00:00:02.800><c> the</c> let's try an example in using the let's try an example in using the factor<00:00:03.679><c> of</c><00:00:03.840><c> safety</c><00:00:04.640><c> for</c><00:00:04.960><c> the</c><00:00:05.200><c> actions</c><00:00:05.920><c> and</c> factor of safety for the actions and factor of safety for the actions and material material material at<00:00:07.520><c> the</c><00:00:07.839><c> ultimate</c><00:00:08.400><c> limit</c><00:00:08.800><c> state</c> at the ultimate limit state at the ultimate limit state the<00:00:10.800><c> question</c><00:00:11.360><c> answers</c><00:00:11.920><c> to</c><00:00:12.320><c> determine</c><00:00:13.040><c> the</c> the question answers to determine the the question answers to determine the cross-sectional<00:00:14.480><c> area</c> cross-sectional area cross-sectional area of<00:00:15.040><c> the</c><00:00:15.200><c> steel</c><00:00:15.679><c> cable</c><00:00:16.480><c> to</c><00:00:16.880><c> support</c><00:00:17.359><c> the</c><00:00:17.520><c> load</c> this<00:00:20.240><c> is</c><00:00:20.400><c> the</c><00:00:20.560><c> steel</c><00:00:20.960><c> cable</c><00:00:22.160><c> it</c><00:00:22.400><c> is</c><00:00:22.880><c> used</c><00:00:23.279><c> to</c> this is the steel cable it is used to this is the steel cable it is used to leave<00:00:25.039><c> a</c><00:00:25.519><c> leaf</c><00:00:26.000><c> box</c><00:00:26.960><c> with</c><00:00:27.279><c> a</c> leave a leaf box with a leave a leaf box with a permanent<00:00:28.720><c> action</c><00:00:29.359><c> of</c><00:00:29.599><c> 3</c><00:00:29.920><c> kilo</c><00:00:30.320><c> newton</c> permanent action of 3 kilo newton permanent action of 3 kilo newton the<00:00:32.160><c> leaf</c><00:00:32.559><c> block</c><00:00:32.960><c> carries</c><00:00:33.680><c> the</c><00:00:34.160><c> variable</c> the leaf block carries the variable the leaf block carries the variable actions actions actions of<00:00:35.920><c> 2</c><00:00:36.239><c> kilo</c><00:00:36.559><c> newton</c><00:00:38.320><c> the</c><00:00:38.559><c> characteristic</c> of 2 kilo newton the characteristic of 2 kilo newton the characteristic strength<00:00:39.920><c> of</c><00:00:40.079><c> the</c><00:00:40.239><c> steel</c><00:00:40.640><c> cable</c> strength of the steel cable strength of the steel cable is<00:00:41.680><c> 500</c><00:00:42.320><c> newton</c><00:00:42.800><c> per</c><00:00:42.960><c> mn</c><00:00:43.440><c> square</c> is 500 newton per mn square is 500 newton per mn square and<00:00:45.200><c> the</c><00:00:45.440><c> factor</c><00:00:45.840><c> of</c><00:00:46.079><c> safety</c><00:00:46.719><c> at</c><00:00:46.800><c> the</c><00:00:46.960><c> ultimate</c> and the factor of safety at the ultimate and the factor of safety at the ultimate limit<00:00:47.920><c> state</c> limit state limit state for<00:00:48.879><c> gk</c><00:00:49.600><c> and</c><00:00:49.760><c> qk</c><00:00:50.480><c> is</c><00:00:50.920><c> 1.35</c><00:00:52.000><c> and</c><00:00:52.160><c> 1.5</c> for gk and qk is 1.35 and 1.5 for gk and qk is 1.35 and 1.5 respectively<00:00:55.520><c> the</c><00:00:55.840><c> partial</c><00:00:56.320><c> factor</c><00:00:56.719><c> of</c> respectively the partial factor of respectively the partial factor of safety safety safety for<00:00:57.760><c> the</c><00:00:57.920><c> steel</c><00:00:58.640><c> is</c><00:00:59.239><c> 1.15</c> for the steel is 1.15 for the steel is 1.15 you<00:01:01.520><c> may</c><00:01:01.760><c> pause</c><00:01:02.079><c> the</c><00:01:02.239><c> video</c><00:01:02.640><c> for</c><00:01:02.879><c> a</c><00:01:03.039><c> while</c><00:01:03.760><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:04.239><c> to</c><00:01:04.559><c> work</c><00:01:04.879><c> out</c><00:01:05.119><c> the</c> you to work out the you to work out the solution<00:01:07.360><c> to</c><00:01:07.600><c> solve</c><00:01:08.000><c> these</c><00:01:08.320><c> questions</c> solution to solve these questions solution to solve these questions first<00:01:10.159><c> you</c><00:01:10.320><c> need</c><00:01:10.560><c> to</c><00:01:10.960><c> determine</c><00:01:11.760><c> the</c><00:01:12.159><c> design</c> first you need to determine the design first you need to determine the design actions actions actions the<00:01:14.400><c> design</c><00:01:14.880><c> actions</c><00:01:15.520><c> is</c><00:01:15.840><c> calculated</c><00:01:16.640><c> by</c> the design actions is calculated by the design actions is calculated by multiplying<00:01:18.000><c> the</c> multiplying the multiplying the gk<00:01:19.040><c> and</c><00:01:19.200><c> qk</c><00:01:19.840><c> with</c><00:01:20.240><c> their</c><00:01:20.960><c> factor</c><00:01:21.439><c> of</c><00:01:21.759><c> safety</c> gk and qk with their factor of safety gk and qk with their factor of safety which<00:01:23.439><c> is</c><00:01:23.840><c> equals</c><00:01:24.320><c> to</c><00:01:24.840><c> 1.35</c><00:01:26.080><c> and</c><00:01:26.400><c> 1.5</c> which is equals to 1.35 and 1.5 which is equals to 1.35 and 1.5 it<00:01:28.479><c> is</c><00:01:28.640><c> found</c><00:01:29.040><c> that</c><00:01:29.200><c> the</c><00:01:29.439><c> design</c><00:01:29.920><c> actions</c><00:01:30.560><c> is</c> it is found that the design actions is it is found that the design actions is 7.05<00:01:32.320><c> kilo</c><00:01:32.720><c> newton</c> 7.05 kilo newton 7.05 kilo newton next<00:01:34.640><c> you</c><00:01:34.799><c> need</c><00:01:35.040><c> to</c><00:01:35.360><c> determine</c><00:01:36.159><c> the</c><00:01:36.479><c> design</c> next you need to determine the design next you need to determine the design stress<00:01:37.600><c> of</c><00:01:37.759><c> the</c><00:01:38.079><c> steel</c><00:01:38.840><c> cable</c> stress of the steel cable stress of the steel cable by<00:01:40.320><c> dividing</c><00:01:41.119><c> the</c><00:01:41.439><c> material</c><00:01:42.079><c> strength</c><00:01:42.560><c> with</c> by dividing the material strength with by dividing the material strength with the<00:01:42.960><c> factor</c><00:01:43.439><c> of</c><00:01:43.600><c> safety</c> the factor of safety the factor of safety you<00:01:44.799><c> obtain</c><00:01:45.360><c> the</c><00:01:45.840><c> design</c><00:01:46.399><c> stress</c><00:01:46.799><c> to</c><00:01:47.040><c> be</c><00:01:47.360><c> 434</c> you obtain the design stress to be 434 you obtain the design stress to be 434 newton<00:01:49.040><c> per</c><00:01:49.280><c> mm</c><00:01:49.680><c> square</c><00:01:51.200><c> the</c><00:01:51.439><c> required</c> newton per mm square the required newton per mm square the required cross-sectional<00:01:53.119><c> area</c> cross-sectional area cross-sectional area of<00:01:53.920><c> the</c><00:01:54.079><c> steel</c><00:01:54.399><c> cable</c><00:01:55.200><c> is</c><00:01:55.439><c> determined</c><00:01:56.159><c> by</c> of the steel cable is determined by of the steel cable is determined by dividing<00:01:57.360><c> the</c> dividing the dividing the force<00:01:58.399><c> with</c><00:01:58.640><c> the</c><00:01:59.360><c> design</c><00:01:59.920><c> stress</c> force with the design stress force with the design stress in<00:02:01.600><c> this</c><00:02:01.920><c> case</c><00:02:02.399><c> you</c><00:02:02.719><c> require</c><00:02:03.680><c> at</c><00:02:03.840><c> least</c><00:02:04.240><c> 16.2</c> in this case you require at least 16.2 in this case you require at least 16.2 mm<00:02:05.680><c> square</c> mm square mm square of<00:02:06.799><c> the</c><00:02:07.600><c> cross-sectional</c><00:02:08.640><c> areas</c> of the cross-sectional areas of the cross-sectional areas of<00:02:09.759><c> the</c><00:02:10.479><c> steel</c><00:02:11.319><c> cables</c>
23	13LQBQ7P05M	2.9 Example: overturning load	https://www.youtube.com/watch?v=13LQBQ7P05M	2.9_Example_-_overturning_load.en.vtt	let<00:00:00.320><c> us</c><00:00:00.560><c> try</c><00:00:00.960><c> an</c><00:00:01.199><c> example</c><00:00:02.000><c> to</c><00:00:02.560><c> use</c><00:00:02.960><c> the</c> let us try an example to use the let us try an example to use the factor<00:00:03.840><c> of</c><00:00:04.000><c> safety</c><00:00:04.960><c> in</c><00:00:05.200><c> order</c><00:00:05.680><c> to</c><00:00:06.240><c> check</c><00:00:06.560><c> for</c> factor of safety in order to check for factor of safety in order to check for the<00:00:06.960><c> stability</c> the stability the stability in<00:00:08.400><c> terms</c><00:00:08.960><c> of</c><00:00:09.200><c> the</c><00:00:09.599><c> overturning</c> in terms of the overturning in terms of the overturning in<00:00:12.000><c> these</c><00:00:12.240><c> questions</c><00:00:13.280><c> a</c><00:00:13.519><c> beam</c><00:00:13.920><c> is</c><00:00:14.240><c> supported</c> in these questions a beam is supported in these questions a beam is supported by by by foundations<00:00:16.320><c> a</c><00:00:16.800><c> and</c><00:00:17.039><c> b</c><00:00:18.160><c> and</c> foundations a and b and foundations a and b and the<00:00:19.039><c> loop</c><00:00:19.359><c> supported</c><00:00:19.920><c> by</c><00:00:20.080><c> the</c><00:00:20.320><c> bing</c><00:00:20.800><c> include</c> the loop supported by the bing include the loop supported by the bing include this<00:00:21.680><c> on</c><00:00:22.080><c> self</c><00:00:22.400><c> weight</c> this on self weight this on self weight which<00:00:23.199><c> is</c><00:00:23.600><c> 20</c><00:00:24.160><c> kilo</c><00:00:24.480><c> newton</c><00:00:25.039><c> per</c><00:00:25.279><c> meter</c> which is 20 kilo newton per meter which is 20 kilo newton per meter udl<00:00:27.279><c> and</c><00:00:27.840><c> a</c><00:00:28.359><c> concentrated</c> udl and a concentrated udl and a concentrated variable<00:00:30.560><c> loss</c><00:00:31.279><c> of</c><00:00:31.599><c> 170</c> variable loss of 170 variable loss of 170 kilo<00:00:33.040><c> newton</c><00:00:34.880><c> the</c><00:00:35.120><c> questions</c><00:00:35.680><c> asked</c><00:00:36.000><c> us</c><00:00:36.239><c> to</c> kilo newton the questions asked us to kilo newton the questions asked us to determine<00:00:37.280><c> the</c><00:00:37.520><c> weight</c><00:00:37.760><c> of</c><00:00:37.920><c> the</c><00:00:38.079><c> foundations</c> determine the weight of the foundations determine the weight of the foundations required<00:00:39.600><c> at</c> required at required at a<00:00:40.480><c> to</c><00:00:40.719><c> receive</c><00:00:41.280><c> the</c><00:00:41.520><c> uplift</c><00:00:42.559><c> by</c><00:00:42.879><c> using</c> a to receive the uplift by using a to receive the uplift by using two<00:00:43.760><c> methods</c><00:00:45.039><c> the</c><00:00:45.280><c> first</c><00:00:45.600><c> method</c><00:00:46.160><c> is</c><00:00:46.559><c> by</c> two methods the first method is by two methods the first method is by applying<00:00:47.520><c> the</c> applying the applying the factor<00:00:48.239><c> of</c><00:00:48.480><c> safety</c><00:00:49.440><c> equals</c><00:00:50.000><c> to</c><00:00:50.480><c> 2.0</c> factor of safety equals to 2.0 factor of safety equals to 2.0 to<00:00:51.760><c> the</c><00:00:52.000><c> reactions</c><00:00:52.879><c> calculated</c><00:00:53.760><c> from</c><00:00:54.000><c> the</c> to the reactions calculated from the to the reactions calculated from the working<00:00:54.640><c> load</c> working load working load and<00:00:56.399><c> the</c><00:00:56.559><c> second</c><00:00:56.960><c> method</c><00:00:57.440><c> is</c><00:00:57.920><c> by</c><00:00:58.239><c> using</c><00:00:58.800><c> the</c> and the second method is by using the and the second method is by using the ultimate<00:00:59.600><c> limit</c><00:00:59.920><c> state</c><00:01:00.399><c> approach</c> ultimate limit state approach ultimate limit state approach with<00:01:01.600><c> partial</c><00:01:02.239><c> factors</c><00:01:02.800><c> of</c><00:01:02.960><c> safety</c> with partial factors of safety with partial factors of safety equals<00:01:05.280><c> to</c><00:01:05.880><c> 1.1</c><00:01:07.520><c> and</c><00:01:07.920><c> 0.9</c><00:01:08.960><c> for</c><00:01:09.119><c> the</c><00:01:09.280><c> permanent</c> equals to 1.1 and 0.9 for the permanent equals to 1.1 and 0.9 for the permanent actions actions actions and<00:01:11.439><c> 1.5</c><00:01:12.400><c> for</c><00:01:12.640><c> the</c><00:01:12.880><c> variable</c><00:01:13.439><c> actions</c> and 1.5 for the variable actions and 1.5 for the variable actions within<00:01:16.159><c> the</c><00:01:16.400><c> two</c><00:01:16.720><c> method</c><00:01:17.280><c> here</c><00:01:17.920><c> you</c><00:01:18.159><c> are</c><00:01:18.320><c> asked</c> within the two method here you are asked within the two method here you are asked to to to investigate<00:01:19.920><c> the</c><00:01:20.159><c> effect</c><00:01:20.640><c> of</c><00:01:20.880><c> this</c><00:01:21.360><c> design</c> investigate the effect of this design investigate the effect of this design for<00:01:22.799><c> a</c><00:01:23.119><c> 7</c><00:01:24.320><c> increase</c><00:01:25.119><c> in</c><00:01:25.360><c> terms</c><00:01:25.759><c> of</c><00:01:25.920><c> the</c> for a 7 increase in terms of the for a 7 increase in terms of the variable<00:01:26.880><c> actions</c> variable actions variable actions you<00:01:28.960><c> may</c><00:01:29.280><c> pause</c><00:01:29.600><c> the</c><00:01:29.759><c> video</c><00:01:30.159><c> for</c><00:01:30.400><c> a</c><00:01:30.560><c> while</c><00:01:31.200><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:31.759><c> to</c><00:01:32.079><c> work</c><00:01:32.400><c> out</c><00:01:32.560><c> the</c><00:01:32.880><c> solution</c> you to work out the solution you to work out the solution first<00:01:35.520><c> we</c><00:01:36.079><c> adopt</c><00:01:36.560><c> the</c><00:01:37.280><c> factor</c><00:01:37.840><c> of</c><00:01:38.000><c> safety</c> first we adopt the factor of safety first we adopt the factor of safety equals<00:01:39.119><c> to</c> equals to equals to 2.0<00:01:40.720><c> of</c><00:01:40.960><c> the</c><00:01:41.280><c> working</c><00:01:41.680><c> load</c> you<00:01:44.720><c> use</c><00:01:45.040><c> the</c><00:01:45.520><c> equations</c><00:01:46.320><c> of</c><00:01:46.479><c> static</c> you use the equations of static you use the equations of static equilibrium equilibrium equilibrium which<00:01:48.640><c> sigma</c><00:01:49.280><c> mb</c><00:01:50.320><c> here</c><00:01:51.040><c> equals</c><00:01:51.520><c> to</c><00:01:51.759><c> 0</c> which sigma mb here equals to 0 which sigma mb here equals to 0 to<00:01:53.040><c> find</c><00:01:53.360><c> the</c><00:01:53.600><c> reactions</c><00:01:54.479><c> at</c><00:01:54.799><c> ra</c> to find the reactions at ra to find the reactions at ra the<00:01:56.479><c> reaction</c><00:01:57.360><c> is</c><00:01:57.600><c> found</c><00:01:57.920><c> to</c><00:01:58.159><c> be</c><00:01:58.759><c> 3.33</c><00:01:59.759><c> kilo</c> the reaction is found to be 3.33 kilo the reaction is found to be 3.33 kilo newton newton newton next<00:02:02.320><c> you</c><00:02:02.719><c> determine</c><00:02:03.520><c> the</c><00:02:04.159><c> weight</c><00:02:04.479><c> of</c><00:02:04.640><c> the</c> next you determine the weight of the next you determine the weight of the foundations<00:02:05.600><c> required</c> foundations required foundations required the<00:02:07.920><c> working</c><00:02:08.399><c> loads</c><00:02:09.440><c> needs</c><00:02:09.759><c> to</c><00:02:10.000><c> be</c><00:02:10.399><c> multiplied</c> the working loads needs to be multiplied the working loads needs to be multiplied with<00:02:11.680><c> the</c> with the with the factor<00:02:12.560><c> of</c><00:02:12.720><c> safety</c><00:02:13.280><c> of</c><00:02:13.560><c> 2.0</c><00:02:15.040><c> which</c><00:02:15.440><c> gives</c><00:02:15.760><c> you</c> factor of safety of 2.0 which gives you factor of safety of 2.0 which gives you a<00:02:16.239><c> minimum</c><00:02:17.200><c> weight</c><00:02:17.680><c> of</c><00:02:17.920><c> the</c><00:02:18.640><c> wa</c> a minimum weight of the wa a minimum weight of the wa to<00:02:20.400><c> be</c><00:02:20.720><c> 6.7</c><00:02:21.760><c> kilo</c><00:02:22.080><c> newton</c> to be 6.7 kilo newton to be 6.7 kilo newton to<00:02:24.319><c> determine</c><00:02:24.959><c> the</c><00:02:25.360><c> reactions</c><00:02:26.239><c> of</c><00:02:26.560><c> ra</c> to determine the reactions of ra to determine the reactions of ra with<00:02:27.360><c> the</c><00:02:27.599><c> seven</c><00:02:28.080><c> percent</c><00:02:28.640><c> increase</c><00:02:29.120><c> of</c><00:02:29.280><c> the</c> with the seven percent increase of the with the seven percent increase of the variable<00:02:30.160><c> actions</c> variable actions variable actions you<00:02:31.760><c> will</c><00:02:32.319><c> multiply</c><00:02:33.280><c> with</c><00:02:33.599><c> an</c><00:02:33.920><c> additional</c> you will multiply with an additional you will multiply with an additional seven<00:02:34.959><c> percent</c> seven percent seven percent to<00:02:36.080><c> the</c><00:02:36.319><c> calculation</c><00:02:37.120><c> steps</c><00:02:38.640><c> this</c> to the calculation steps this to the calculation steps this gives<00:02:39.360><c> you</c><00:02:39.840><c> a</c><00:02:40.319><c> ra</c><00:02:41.120><c> equals</c><00:02:41.680><c> to</c><00:02:42.000><c> 7.3</c><00:02:43.040><c> kilo</c><00:02:43.360><c> newton</c> this<00:02:46.800><c> 7.3</c><00:02:47.680><c> kilo</c><00:02:48.000><c> newton</c><00:02:48.640><c> ra</c><00:02:49.280><c> is</c><00:02:49.440><c> to</c><00:02:49.680><c> be</c> this 7.3 kilo newton ra is to be this 7.3 kilo newton ra is to be multiplied<00:02:50.720><c> with</c><00:02:51.040><c> the</c><00:02:51.280><c> vector</c><00:02:51.680><c> of</c><00:02:51.760><c> safety</c> multiplied with the vector of safety multiplied with the vector of safety of<00:02:53.040><c> 2.0</c><00:02:54.400><c> it</c><00:02:54.560><c> will</c><00:02:55.440><c> obtain</c> of 2.0 it will obtain of 2.0 it will obtain 14.6<00:02:57.360><c> kilo</c><00:02:57.760><c> newton</c> 14.6 kilo newton 14.6 kilo newton from<00:03:00.480><c> the</c><00:03:00.720><c> comparison</c><00:03:01.599><c> here</c><00:03:02.400><c> you</c><00:03:02.640><c> realize</c> from the comparison here you realize from the comparison here you realize that<00:03:03.519><c> a</c><00:03:03.680><c> 7</c> that a 7 that a 7 increase<00:03:05.280><c> in</c><00:03:05.440><c> terms</c><00:03:05.760><c> of</c><00:03:05.840><c> variable</c><00:03:06.480><c> actions</c> increase in terms of variable actions increase in terms of variable actions will<00:03:07.680><c> lead</c><00:03:08.000><c> to</c> will lead to will lead to a<00:03:09.519><c> significant</c><00:03:10.480><c> increase</c><00:03:11.120><c> in</c><00:03:11.360><c> terms</c><00:03:11.680><c> of</c><00:03:11.840><c> the</c> a significant increase in terms of the a significant increase in terms of the weight<00:03:12.319><c> required</c><00:03:12.959><c> for</c><00:03:13.200><c> all</c><00:03:13.360><c> the</c><00:03:13.680><c> foundations</c> weight required for all the foundations weight required for all the foundations this<00:03:16.800><c> is</c><00:03:17.200><c> mainly</c><00:03:17.920><c> due</c><00:03:18.319><c> to</c><00:03:18.800><c> the</c> this is mainly due to the this is mainly due to the effect<00:03:20.319><c> of</c><00:03:20.560><c> the</c><00:03:20.959><c> long</c><00:03:21.280><c> lever</c><00:03:21.760><c> arm</c><00:03:22.080><c> between</c><00:03:22.720><c> the</c> effect of the long lever arm between the effect of the long lever arm between the variable<00:03:23.920><c> actions</c><00:03:24.720><c> and</c><00:03:24.959><c> the</c><00:03:25.200><c> reaction</c><00:03:25.920><c> at</c> variable actions and the reaction at variable actions and the reaction at a<00:03:28.080><c> next</c><00:03:28.959><c> you</c><00:03:29.360><c> may</c> a next you may a next you may use<00:03:30.720><c> the</c><00:03:31.040><c> ultimate</c><00:03:31.599><c> limited</c><00:03:32.400><c> approach</c> use the ultimate limited approach use the ultimate limited approach for<00:03:33.280><c> you</c><00:03:33.680><c> to</c><00:03:34.080><c> calculate</c><00:03:34.799><c> the</c><00:03:35.200><c> amount</c><00:03:35.840><c> of</c><00:03:36.239><c> the</c> for you to calculate the amount of the for you to calculate the amount of the weight weight weight required<00:03:37.760><c> at</c><00:03:38.319><c> foundation</c><00:03:39.040><c> a</c> required at foundation a required at foundation a first<00:03:41.680><c> you</c><00:03:41.920><c> need</c><00:03:42.159><c> to</c><00:03:42.560><c> refer</c><00:03:43.120><c> to</c><00:03:43.680><c> this</c> first you need to refer to this first you need to refer to this table<00:03:45.200><c> for</c><00:03:45.599><c> the</c><00:03:45.840><c> ultimate</c><00:03:46.400><c> limit</c><00:03:46.720><c> state</c> table for the ultimate limit state table for the ultimate limit state to<00:03:49.360><c> check</c><00:03:49.680><c> for</c><00:03:50.000><c> the</c><00:03:50.239><c> overturning</c><00:03:51.360><c> we</c><00:03:51.599><c> are</c> to check for the overturning we are to check for the overturning we are looking looking looking at<00:03:52.799><c> the</c><00:03:53.280><c> first</c><00:03:53.680><c> case</c><00:03:54.080><c> here</c> at the first case here at the first case here there<00:03:56.319><c> are</c><00:03:56.560><c> permanent</c><00:03:57.200><c> actions</c><00:03:58.000><c> and</c><00:03:58.400><c> variable</c> there are permanent actions and variable there are permanent actions and variable actions actions actions and<00:04:00.720><c> within</c><00:04:01.200><c> the</c><00:04:01.439><c> permanent</c><00:04:02.000><c> actions</c><00:04:02.560><c> they</c> and within the permanent actions they and within the permanent actions they are are are favorable<00:04:04.400><c> and</c><00:04:04.640><c> unfavorable</c><00:04:05.599><c> conditions</c> favorable and unfavorable conditions favorable and unfavorable conditions and<00:04:07.040><c> within</c><00:04:07.599><c> the</c><00:04:07.920><c> variable</c><00:04:08.480><c> actions</c><00:04:08.959><c> they</c><00:04:09.200><c> are</c> and within the variable actions they are and within the variable actions they are also also also favorable<00:04:10.720><c> and</c><00:04:11.000><c> unfavorable</c><00:04:12.840><c> actions</c> favorable and unfavorable actions favorable and unfavorable actions the<00:04:14.720><c> factor</c><00:04:15.200><c> of</c><00:04:15.439><c> safeties</c><00:04:16.239><c> are</c><00:04:16.560><c> given</c><00:04:17.040><c> here</c> the factor of safeties are given here the factor of safeties are given here adopt<00:04:19.280><c> the</c><00:04:19.600><c> factor</c><00:04:20.079><c> of</c><00:04:20.239><c> safety</c><00:04:21.759><c> as</c> adopt the factor of safety as adopt the factor of safety as listed<00:04:22.720><c> here</c><00:04:23.919><c> next</c><00:04:24.479><c> you</c><00:04:24.720><c> need</c><00:04:25.040><c> to</c> listed here next you need to listed here next you need to determine<00:04:26.639><c> the</c><00:04:27.040><c> conditions</c><00:04:28.000><c> which</c><00:04:28.479><c> is</c> determine the conditions which is determine the conditions which is favorable favorable favorable and<00:04:30.199><c> unfavorable</c><00:04:31.360><c> to</c><00:04:31.759><c> the</c><00:04:32.080><c> reaction</c> and unfavorable to the reaction and unfavorable to the reaction area<00:04:33.199><c> here</c><00:04:35.040><c> the</c><00:04:35.280><c> load</c><00:04:35.759><c> is</c> area here the load is area here the load is considered<00:04:36.880><c> favorable</c><00:04:38.160><c> when</c><00:04:38.560><c> the</c><00:04:38.800><c> reaction</c> considered favorable when the reaction considered favorable when the reaction air<00:04:40.080><c> decreases</c><00:04:41.120><c> due</c><00:04:41.360><c> to</c><00:04:41.600><c> the</c><00:04:41.840><c> load</c> air decreases due to the load air decreases due to the load and<00:04:43.360><c> it</c><00:04:43.600><c> is</c><00:04:43.840><c> considered</c><00:04:44.479><c> unfavorable</c> and it is considered unfavorable and it is considered unfavorable when<00:04:46.320><c> an</c><00:04:46.560><c> increase</c><00:04:47.199><c> of</c><00:04:47.280><c> the</c><00:04:47.520><c> loop</c><00:04:47.759><c> tier</c><00:04:48.320><c> will</c> when an increase of the loop tier will when an increase of the loop tier will lead<00:04:48.880><c> to</c> lead to lead to increase<00:04:50.080><c> in</c><00:04:50.240><c> terms</c><00:04:50.639><c> of</c><00:04:50.720><c> the</c><00:04:50.880><c> reaction</c><00:04:51.520><c> here</c> increase in terms of the reaction here increase in terms of the reaction here in<00:04:53.199><c> this</c><00:04:53.440><c> case</c><00:04:54.320><c> the</c><00:04:54.639><c> self</c><00:04:54.960><c> weight</c><00:04:55.360><c> of</c><00:04:55.520><c> this</c> in this case the self weight of this in this case the self weight of this stretch<00:04:56.320><c> is</c><00:04:56.560><c> considered</c><00:04:57.199><c> favorable</c> stretch is considered favorable stretch is considered favorable while<00:04:59.040><c> the</c><00:04:59.360><c> surface</c><00:04:59.840><c> at</c><00:05:00.000><c> this</c><00:05:00.320><c> stretch</c><00:05:01.199><c> is</c> while the surface at this stretch is while the surface at this stretch is considered considered considered unfavorable<00:05:03.680><c> and</c><00:05:03.919><c> the</c><00:05:04.160><c> variable</c><00:05:04.800><c> action</c> unfavorable and the variable action unfavorable and the variable action here<00:05:05.840><c> is</c><00:05:06.000><c> considered</c><00:05:06.720><c> unfavorable</c> here is considered unfavorable here is considered unfavorable next<00:05:09.360><c> you</c><00:05:09.680><c> use</c><00:05:10.080><c> the</c><00:05:10.639><c> equations</c><00:05:11.360><c> of</c><00:05:11.520><c> static</c> next you use the equations of static next you use the equations of static equilibrium equilibrium equilibrium where<00:05:13.600><c> sigma</c><00:05:14.160><c> m</c><00:05:14.479><c> equals</c><00:05:14.960><c> to</c><00:05:15.120><c> zero</c><00:05:15.840><c> to</c> where sigma m equals to zero to where sigma m equals to zero to determine<00:05:16.800><c> the</c><00:05:17.120><c> reaction</c><00:05:17.759><c> here</c> determine the reaction here determine the reaction here you<00:05:19.680><c> will</c><00:05:19.919><c> find</c><00:05:20.320><c> that</c><00:05:20.639><c> the</c><00:05:21.840><c> reactions</c> you will find that the reactions you will find that the reactions needs<00:05:23.039><c> to</c><00:05:23.199><c> be</c><00:05:23.520><c> at</c><00:05:23.759><c> least</c><00:05:24.280><c> 38.3</c><00:05:25.360><c> kilo</c><00:05:25.759><c> newton</c> needs to be at least 38.3 kilo newton needs to be at least 38.3 kilo newton and<00:05:27.919><c> then</c><00:05:28.320><c> with</c><00:05:28.639><c> a</c><00:05:28.800><c> 7</c><00:05:29.759><c> increase</c><00:05:30.400><c> of</c><00:05:30.639><c> the</c> and then with a 7 increase of the and then with a 7 increase of the variable<00:05:31.600><c> actions</c> variable actions variable actions and<00:05:34.160><c> additional</c><00:05:34.960><c> 7</c><00:05:36.240><c> is</c> and additional 7 is and additional 7 is provided<00:05:37.840><c> at</c><00:05:38.000><c> the</c><00:05:38.240><c> variable</c><00:05:38.880><c> actions</c><00:05:39.919><c> the</c> provided at the variable actions the provided at the variable actions the reactions<00:05:41.039><c> is</c><00:05:41.199><c> found</c><00:05:41.600><c> to</c><00:05:41.759><c> be</c> reactions is found to be reactions is found to be 44.3<00:05:43.440><c> kilo</c><00:05:43.759><c> newton</c> 44.3 kilo newton 44.3 kilo newton the<00:05:46.479><c> increase</c><00:05:47.199><c> is</c><00:05:47.600><c> about</c><00:05:48.080><c> 15</c><00:05:48.720><c> percent</c> comparing<00:05:52.479><c> the</c><00:05:52.720><c> two</c><00:05:53.039><c> methods</c><00:05:53.840><c> being</c><00:05:54.240><c> used</c><00:05:54.800><c> to</c> comparing the two methods being used to comparing the two methods being used to determine<00:05:56.160><c> the</c><00:05:56.960><c> overturning</c><00:05:57.680><c> stability</c><00:05:58.479><c> of</c> determine the overturning stability of determine the overturning stability of the<00:05:58.720><c> structures</c> the<00:06:02.240><c> reaction</c><00:06:03.120><c> a</c><00:06:03.520><c> here</c><00:06:04.479><c> seems</c><00:06:04.880><c> to</c><00:06:05.120><c> be</c> the reaction a here seems to be the reaction a here seems to be relatively<00:06:06.639><c> large</c><00:06:07.199><c> in</c><00:06:07.360><c> comparison</c><00:06:08.400><c> to</c> relatively large in comparison to relatively large in comparison to the<00:06:09.120><c> reactions</c><00:06:10.400><c> a</c><00:06:11.199><c> given</c><00:06:11.680><c> by</c><00:06:12.000><c> the</c> the reactions a given by the the reactions a given by the factor<00:06:12.720><c> of</c><00:06:12.880><c> safety</c><00:06:13.440><c> 2.0</c><00:06:15.280><c> this</c> factor of safety 2.0 this factor of safety 2.0 this means<00:06:16.080><c> that</c><00:06:16.960><c> the</c><00:06:17.280><c> ultimate</c><00:06:17.919><c> limit</c><00:06:18.240><c> state</c> means that the ultimate limit state means that the ultimate limit state approach<00:06:19.600><c> is</c><00:06:19.919><c> more</c><00:06:20.240><c> conservative</c><00:06:21.440><c> as</c> approach is more conservative as approach is more conservative as compared<00:06:22.560><c> to</c><00:06:22.960><c> the</c><00:06:23.360><c> factor</c><00:06:23.840><c> of</c><00:06:24.000><c> safety</c><00:06:24.639><c> 2.0</c> compared to the factor of safety 2.0 compared to the factor of safety 2.0 true<00:06:28.280><c> identifications</c><00:06:29.440><c> of</c><00:06:29.600><c> the</c><00:06:30.000><c> favorable</c> true identifications of the favorable true identifications of the favorable and<00:06:31.280><c> unfavorable</c><00:06:32.240><c> conditions</c><00:06:33.440><c> and</c><00:06:33.759><c> the</c> and unfavorable conditions and the and unfavorable conditions and the adjust<00:06:34.560><c> factor</c><00:06:35.039><c> of</c><00:06:35.199><c> safety</c><00:06:36.319><c> the</c><00:06:36.880><c> most</c> adjust factor of safety the most adjust factor of safety the most critical<00:06:38.199><c> situations</c><00:06:39.360><c> of</c><00:06:39.520><c> the</c><00:06:39.680><c> structures</c> critical situations of the structures critical situations of the structures can<00:06:40.720><c> be</c><00:06:41.319><c> identified</c>
24	iVE2otexGt8	2.10 Combination of action	https://www.youtube.com/watch?v=iVE2otexGt8	2.10_Combination_of_action.en.vtt	Ah <00:00:01.460><c>Computer </c><00:00:01.710><c>Soft </c><00:00:01.960><c>Action </c><00:00:02.210><c>Burmese</c> Ah Computer Soft Action Burmese Ah Computer Soft Action Burmese and <00:00:04.113><c>Bar </c><00:00:04.916><c>Action </c><00:00:05.719><c>View</c> and Bar Action View and Bar Action View Out yourself Fan of the Nation Out yourself Fan of the Nation Out yourself Fan of the Nation Odysse <00:00:10.467><c>Combination </c><00:00:11.204><c>Masked </c><00:00:11.941><c>V </c><00:00:12.678><c>Taking</c> Odysse Combination Masked V Taking Odysse Combination Masked V Taking into <00:00:13.549><c>account</c> into account into account of <00:00:15.405><c>Ing </c><00:00:15.530><c>that </c><00:00:15.655><c>she </c><00:00:15.780><c>Min </c><00:00:15.905><c>Inter </c><00:00:16.030><c>Mousse </c><00:00:16.155><c>Segel </c><00:00:16.280><c>Design</c> of Ing that she Min Inter Mousse Segel Design of Ing that she Min Inter Mousse Segel Design Chu <00:00:17.759><c>Shinoa </c><00:00:18.579><c>Cher </c><00:00:19.399><c>4s </c><00:00:20.219><c>Song </c><00:00:21.039><c>Ble </c><00:00:21.859><c>The</c> Chu Shinoa Cher 4s Song Ble The Chu Shinoa Cher 4s Song Ble The service <00:00:22.474><c>of </c><00:00:22.818><c>the </c><00:00:23.162><c>Spot </c><00:00:23.506><c>Cher </c><00:00:23.850><c>Mask </c><00:00:24.194><c>B</c> service of the Spot Cher Mask B service of the Spot Cher Mask B Call <00:00:24.890><c>Center </c><00:00:25.370><c>Ing </c><00:00:25.850><c>Combination </c><00:00:26.330><c>Of </c><00:00:26.810><c>The</c> Call Center Ing Combination Of The Call Center Ing Combination Of The Wind <00:00:27.283><c>Of </c><00:00:27.637><c>furnishings </c><00:00:27.991><c>and </c><00:00:28.345><c>People </c><00:00:28.699><c>Vivo</c> Wind Of furnishings and People Vivo Wind Of furnishings and People Vivo V <00:00:30.167><c>the </c><00:00:30.745><c>face </c><00:00:31.323><c>of </c><00:00:31.901><c>Wings </c><00:00:32.479><c>and</c> V the face of Wings and V the face of Wings and Things <00:00:32.959><c>on </c><00:00:33.258><c>the </c><00:00:33.557><c>building</c> Things on the building Things on the building The <00:00:35.125><c>Run </c><00:00:35.621><c>May </c><00:00:36.117><c>and </c><00:00:36.613><c>on </c><00:00:37.109><c>the </c><00:00:37.605><c>building</c> The Run May and on the building The Run May and on the building Ing busy but day but lecture Pod Art Free <00:00:42.954><c>Main </c><00:00:43.549><c>Gate </c><00:00:44.144><c>agrees </c><00:00:44.739><c>All</c> I <00:00:49.664><c>talk </c><00:00:49.828><c>tea </c><00:00:49.992><c>The </c><00:00:50.156><c>Combination </c><00:00:50.320><c>in </c><00:00:50.484><c>I </c><00:00:50.648><c>will </c><00:00:50.812><c>fit </c><00:00:50.976><c>people </c><00:00:51.140><c>and </c><00:00:51.304><c>the</c> I talk tea The Combination in I will fit people and the I talk tea The Combination in I will fit people and the organization organization organization But <00:00:54.601><c>Combination </c><00:00:55.113><c>actions </c><00:00:55.625><c>is </c><00:00:56.137><c>referring</c> But Combination actions is referring But Combination actions is referring or <00:00:57.414><c>The </c><00:00:57.879><c>Ultimate </c><00:00:58.344><c>Limit </c><00:00:58.809><c>is </c><00:00:59.274><c>an </c><00:00:59.739><c>Evil</c> or The Ultimate Limit is an Evil or The Ultimate Limit is an Evil Er Bird Er Bird Er Bird submitted and <00:01:06.512><c>ne </c><00:01:07.024><c>veux </c><00:01:07.536><c>Server </c><00:01:08.048><c>cal </c><00:01:08.560><c>King</c> and ne veux Server cal King and ne veux Server cal King Happy <00:01:09.328><c>you </c><00:01:09.826><c>to </c><00:01:10.324><c>the </c><00:01:10.822><c>temporary </c><00:01:11.320><c>or</c> Happy you to the temporary or Happy you to the temporary or receivable <00:01:12.355><c>drink </c><00:01:12.890><c>of </c><00:01:13.425><c>the </c><00:01:13.960><c>torture</c> receivable drink of the torture receivable drink of the torture S <00:01:16.159><c>Hotel </c><00:01:16.779><c>Fiction </c><00:01:17.399><c>connexion </c><00:01:18.019><c>In </c><00:01:18.639><c>This</c> S Hotel Fiction connexion In This S Hotel Fiction connexion In This refreshingly <00:01:19.309><c>Cool </c><00:01:19.709><c>The </c><00:01:20.109><c>Ultimate</c> refreshingly Cool The Ultimate refreshingly Cool The Ultimate Limit <00:01:20.920><c>is </c><00:01:21.400><c>for </c><00:01:21.880><c>the </c><00:01:22.360><c>Assistant </c><00:01:22.840><c>She</c> Limit is for the Assistant She Limit is for the Assistant She Action <00:01:24.040><c>and </c><00:01:24.730><c>Four </c><00:01:25.420><c>rivers </c><00:01:26.110><c>evils </c><00:01:26.800><c>this</c> Action and Four rivers evils this Action and Four rivers evils this limited this <00:01:30.805><c>High </c><00:01:31.461><c>nations </c><00:01:32.117><c>is </c><00:01:32.773><c>referring </c><00:01:33.429><c>to</c> this High nations is referring to this High nations is referring to the <00:01:34.232><c>shop </c><00:01:34.824><c>Transistor </c><00:01:35.416><c>RE </c><00:01:36.008><c>Nature</c> the shop Transistor RE Nature the shop Transistor RE Nature satung <00:01:37.960><c>Aom </c><00:01:38.420><c>The </c><00:01:38.880><c>Stock </c><00:01:39.340><c>Cher</c> satung Aom The Stock Cher satung Aom The Stock Cher It <00:01:41.659><c>is </c><00:01:41.868><c>for </c><00:01:42.077><c>the </c><00:01:42.286><c>determination</c> It is for the determination It is for the determination It <00:01:44.246><c>is </c><00:01:44.742><c>referring </c><00:01:45.238><c>to </c><00:01:45.734><c>the </c><00:01:46.230><c>bar </c><00:01:46.726><c>Lover</c> It is referring to the bar Lover It is referring to the bar Lover Action <00:01:47.702><c>which </c><00:01:48.524><c>is </c><00:01:49.346><c>emotional </c><00:01:50.168><c>and </c><00:01:50.990><c>are</c> Action which is emotional and are Action which is emotional and are the <00:01:51.777><c>words </c><00:01:52.234><c>it </c><00:01:52.691><c>has </c><00:01:53.148><c>The</c> the words it has The the words it has The anis <00:01:54.545><c>Omosai </c><00:01:55.230><c>deserve </c><00:01:55.915><c>To </c><00:01:56.600><c>The </c><00:01:57.285><c>enactment</c> anis Omosai deserve To The enactment anis Omosai deserve To The enactment interests <00:01:59.079><c>of </c><00:01:59.528><c>the </c><00:01:59.977><c>deterioration </c><00:02:00.426><c>or</c> interests of the deterioration or interests of the deterioration or the <00:02:01.931><c>Bridge </c><00:02:02.433><c>E </c><00:02:02.935><c>and </c><00:02:03.437><c>Things</c> the Bridge E and Things the Bridge E and Things Aom <00:02:05.690><c>The </c><00:02:05.911><c>Shore </c><00:02:06.132><c>is </c><00:02:06.353><c>empty </c><00:02:06.574><c>of </c><00:02:06.795><c>the </c><00:02:07.016><c>apes </c><00:02:07.237><c>Amber </c><00:02:07.458><c>is</c> Aom The Shore is empty of the apes Amber is Aom The Shore is empty of the apes Amber is the <00:02:08.635><c>snows </c><00:02:09.331><c>phone </c><00:02:10.027><c>the </c><00:02:10.723><c>church </c><00:02:11.419><c>and</c> the snows phone the church and the snows phone the church and highest <00:02:12.461><c>whether </c><00:02:13.153><c>the </c><00:02:13.845><c>noah's </c><00:02:14.537><c>know</c> highest whether the noah's know highest whether the noah's know can <00:02:15.439><c>be </c><00:02:15.798><c>they</c> can be they can be they fall <00:02:17.419><c>is </c><00:02:17.849><c>an </c><00:02:18.279><c>It </c><00:02:18.709><c>I-</c> onger <00:02:23.886><c>holds </c><00:02:24.052><c>people </c><00:02:24.218><c>hitting </c><00:02:24.384><c>fighters </c><00:02:24.550><c>far </c><00:02:24.716><c>Version</c> onger holds people hitting fighters far Version onger holds people hitting fighters far Version In <00:02:26.356><c>This </c><00:02:26.922><c>Tree </c><00:02:27.488><c>Foam </c><00:02:28.054><c>they </c><00:02:28.620><c>are </c><00:02:29.186><c>fractures</c> In This Tree Foam they are fractures In This Tree Foam they are fractures given <00:02:31.005><c>as </c><00:02:32.010><c>giving</c> given as giving given as giving Sand <00:02:34.933><c>sand </c><00:02:35.376><c>bird </c><00:02:35.819><c>size </c><00:02:36.262><c>One </c><00:02:36.705><c>S </c><00:02:37.148><c>site </c><00:02:37.591><c>to </c><00:02:38.034><c>meet</c> Sand sand bird size One S site to meet Sand sand bird size One S site to meet you <00:02:39.030><c>to</c> you to you to weera <00:02:40.672><c>Sensor </c><00:02:41.364><c>of </c><00:02:42.056><c>Bike </c><00:02:42.748><c>Fixed</c> weera Sensor of Bike Fixed weera Sensor of Bike Fixed questions <00:02:43.537><c>and </c><00:02:43.904><c>cost </c><00:02:44.271><c>is </c><00:02:44.638><c>enduring</c> questions and cost is enduring questions and cost is enduring Action <00:02:45.720><c>packed </c><00:02:46.170><c>to </c><00:02:46.620><c>free</c> Action packed to free Action packed to free In <00:02:48.285><c>This </c><00:02:48.850><c>Free </c><00:02:49.415><c>goods </c><00:02:49.980><c>keywords</c> In This Free goods keywords In This Free goods keywords นิด <00:02:50.975><c>All </c><00:02:51.460><c>Of </c><00:02:51.945><c>The </c><00:02:52.430><c>Combination</c> นิด All Of The Combination นิด All Of The Combination frequent <00:02:54.667><c>and </c><00:02:55.464><c>grab </c><00:02:56.261><c>suphan </c><00:02:57.058><c>Action</c> frequent and grab suphan Action frequent and grab suphan Action they <00:02:59.410><c>are </c><00:02:59.880><c>English </c><00:03:00.350><c>phrases </c><00:03:00.820><c>to </c><00:03:01.290><c>the</c> they are English phrases to the they are English phrases to the terrible <00:03:02.656><c>Il </c><00:03:03.372><c>Q </c><00:03:04.088><c>K </c><00:03:04.804><c>Fire </c><00:03:05.520><c>Mod</c> terrible Il Q K Fire Mod terrible Il Q K Fire Mod at <00:03:06.271><c>Plotter </c><00:03:06.762><c>Factor </c><00:03:07.253><c>of </c><00:03:07.744><c>Style </c><00:03:08.235><c>one </c><00:03:08.726><c>to</c> at Plotter Factor of Style one to at Plotter Factor of Style one to and <00:03:09.978><c>Three </c><00:03:10.626><c>weeks </c><00:03:11.274><c>The </c><00:03:11.922><c>taliban </c><00:03:12.570><c>Liu</c> and Three weeks The taliban Liu and Three weeks The taliban Liu The <00:03:14.137><c>can </c><00:03:14.784><c>attach </c><00:03:15.431><c>urea </c><00:03:16.078><c>Center</c> The can attach urea Center The can attach urea Center Good <00:03:18.017><c>things </c><00:03:18.434><c>like </c><00:03:18.851><c>racing </c><00:03:19.268><c>just </c><00:03:19.685><c>Tune </c><00:03:20.102><c>of </c><00:03:20.519><c>the </c><00:03:20.936><c>Case</c> Good things like racing just Tune of the Case Good things like racing just Tune of the Case if <00:03:23.391><c>she </c><00:03:24.013><c>Factor </c><00:03:24.635><c>for </c><00:03:25.257><c>Sight </c><00:03:25.879><c>Sand </c><00:03:26.501><c>bird </c><00:03:27.123><c>One</c> if she Factor for Sight Sand bird One if she Factor for Sight Sand bird One And <00:03:27.930><c>Side </c><00:03:28.310><c>to </c><00:03:28.690><c>Side </c><00:03:29.070><c>giving </c><00:03:29.450><c>In </c><00:03:29.830><c>This</c> And Side to Side giving In This And Side to Side giving In This Table Table Table they <00:03:31.909><c>are </c><00:03:32.499><c>Little </c><00:03:33.089><c>Things </c><00:03:33.679><c>Taber </c><00:03:34.269><c>A</c> they are Little Things Taber A they are Little Things Taber A One <00:03:35.105><c>Point </c><00:03:35.581><c>One </c><00:03:36.057><c>Ing </c><00:03:36.533><c>Ing </c><00:03:37.009><c>En </c><00:03:37.485><c>Any </c><00:03:37.961><c>day </c><00:03:38.437><c>Zero</c> One Point One Ing Ing En Any day Zero One Point One Ing Ing En Any day Zero The <00:03:41.011><c>factors </c><00:03:41.612><c>Mary </c><00:03:42.213><c>A </c><00:03:42.814><c>coding </c><00:03:43.415><c>hold </c><00:03:44.016><c>G-Fen</c> The factors Mary A coding hold G-Fen The factors Mary A coding hold G-Fen Thai <00:03:45.289><c>Sub </c><00:03:45.779><c>The </c><00:03:46.269><c>Action </c><00:03:46.759><c>And </c><00:03:47.249><c>Otis</c> Thai Sub The Action And Otis Thai Sub The Action And Otis Friends <00:03:48.718><c>Thai </c><00:03:49.186><c>of </c><00:03:49.654><c>the </c><00:03:50.122><c>building </c><00:03:50.590><c>A</c> Friends Thai of the building A Friends Thai of the building A Ah <00:03:52.725><c>Hin </c><00:03:53.220><c>Channel</c> Ah Hin Channel Ah Hin Channel She <00:03:55.570><c>probably </c><00:03:55.740><c>flew </c><00:03:55.910><c>in </c><00:03:56.080><c>my </c><00:03:56.250><c>app. </c><00:03:56.420><c>This </c><00:03:56.590><c>is </c><00:03:56.760><c>the</c> She probably flew in my app. This is the She probably flew in my app. This is the largest <00:03:57.539><c>Sforero </c><00:03:58.169><c>by </c><00:03:58.799><c>the </c><00:03:59.429><c>figure</c> largest Sforero by the figure largest Sforero by the figure Action <00:04:00.224><c>and </c><00:04:00.629><c>the </c><00:04:01.034><c>Call </c><00:04:01.439><c>C </c><00:04:01.844><c>add </c><00:04:02.249><c>enak</c> Action and the Call C add enak Action and the Call C add enak Chan Air
25	GuyIlDTFVHs	2.11 Design value of action at ultimate limit state	https://www.youtube.com/watch?v=GuyIlDTFVHs	2.11_Design_value_of_action_at_ultimate_limit_state.en.vtt	design<00:00:00.719><c> values</c><00:00:01.360><c> of</c><00:00:01.599><c> actions</c><00:00:02.320><c> at</c><00:00:02.480><c> the</c><00:00:02.800><c> ultimate</c> design values of actions at the ultimate design values of actions at the ultimate limit<00:00:03.760><c> state</c> limit state limit state is<00:00:04.880><c> given</c><00:00:05.440><c> in</c><00:00:05.680><c> this</c><00:00:06.080><c> equation</c> is given in this equation is given in this equation it<00:00:08.080><c> is</c><00:00:08.400><c> basically</c><00:00:09.120><c> the</c><00:00:09.440><c> summations</c><00:00:10.400><c> of</c><00:00:10.559><c> the</c> it is basically the summations of the it is basically the summations of the permanent<00:00:11.440><c> actions</c> permanent actions permanent actions leading<00:00:12.960><c> variable</c><00:00:13.519><c> actions</c><00:00:14.480><c> and</c><00:00:14.799><c> the</c> leading variable actions and the leading variable actions and the accompanying<00:00:15.759><c> variable</c><00:00:16.400><c> actions</c> accompanying variable actions accompanying variable actions the<00:00:18.640><c> permanent</c><00:00:19.279><c> actions</c><00:00:19.920><c> can</c><00:00:20.240><c> be</c><00:00:20.880><c> more</c><00:00:21.199><c> than</c> the permanent actions can be more than the permanent actions can be more than one<00:00:23.119><c> it</c><00:00:23.359><c> can</c><00:00:23.600><c> be</c><00:00:24.000><c> in</c><00:00:24.080><c> the</c><00:00:24.320><c> form</c> one it can be in the form one it can be in the form of<00:00:25.039><c> the</c><00:00:25.279><c> favorable</c><00:00:26.240><c> or</c><00:00:26.640><c> unfavorable</c> of the favorable or unfavorable of the favorable or unfavorable conditions conditions conditions as<00:00:31.119><c> for</c><00:00:31.359><c> the</c><00:00:31.840><c> variable</c><00:00:32.480><c> actions</c> as for the variable actions as for the variable actions there<00:00:34.079><c> will</c><00:00:34.320><c> be</c><00:00:34.719><c> only</c><00:00:35.200><c> one</c><00:00:35.600><c> leading</c><00:00:36.160><c> variables</c> there will be only one leading variables there will be only one leading variables while<00:00:37.760><c> the</c><00:00:38.000><c> remaining</c><00:00:38.800><c> are</c><00:00:39.120><c> considered</c><00:00:40.000><c> the</c> while the remaining are considered the while the remaining are considered the accompanying<00:00:41.120><c> variables</c> accompanying variables accompanying variables for<00:00:43.920><c> the</c><00:00:44.239><c> living</c><00:00:44.879><c> variable</c><00:00:45.520><c> actions</c> for the living variable actions for the living variable actions the<00:00:47.280><c> factor</c><00:00:47.840><c> or</c><00:00:48.079><c> safety</c><00:00:48.559><c> of</c><00:00:48.719><c> the</c><00:00:48.960><c> action</c><00:00:49.520><c> is</c><00:00:49.760><c> to</c> the factor or safety of the action is to the factor or safety of the action is to be be be multiplied<00:00:51.039><c> with</c><00:00:52.480><c> as</c><00:00:52.800><c> for</c><00:00:53.039><c> the</c><00:00:53.280><c> accompanying</c> multiplied with as for the accompanying multiplied with as for the accompanying variable<00:00:54.640><c> actions</c> variable actions variable actions there<00:00:56.239><c> is</c><00:00:56.640><c> an</c><00:00:57.039><c> additional</c><00:00:57.680><c> factor</c><00:00:58.399><c> of</c> there is an additional factor of there is an additional factor of psi<00:01:00.480><c> which</c><00:01:01.120><c> represent</c><00:01:01.840><c> the</c> psi which represent the psi which represent the conditions<00:01:03.039><c> of</c><00:01:03.359><c> combinations</c><00:01:04.720><c> frequency</c> conditions of combinations frequency conditions of combinations frequency or<00:01:06.439><c> quasi-permanent</c> or quasi-permanent or quasi-permanent the<00:01:09.760><c> factor</c><00:01:10.320><c> of</c><00:01:10.560><c> safety</c><00:01:11.119><c> for</c><00:01:11.360><c> the</c><00:01:11.600><c> actions</c> the factor of safety for the actions the factor of safety for the actions need<00:01:12.720><c> to</c> need to need to consider<00:01:14.000><c> for</c><00:01:14.320><c> the</c><00:01:14.640><c> favorable</c><00:01:15.600><c> and</c> consider for the favorable and consider for the favorable and unfavorable<00:01:17.040><c> conditions</c> unfavorable conditions unfavorable conditions in<00:01:18.400><c> this</c><00:01:18.799><c> equation</c> in this equation in this equation you<00:01:21.680><c> will</c><00:01:21.920><c> need</c><00:01:22.159><c> to</c><00:01:22.720><c> test</c><00:01:23.119><c> for</c><00:01:23.439><c> different</c> you will need to test for different you will need to test for different combination combination combination of<00:01:24.880><c> the</c><00:01:25.119><c> load</c><00:01:25.840><c> and</c><00:01:26.240><c> choose</c><00:01:26.720><c> for</c><00:01:26.960><c> the</c><00:01:27.119><c> most</c> of the load and choose for the most of the load and choose for the most critical<00:01:28.240><c> situations</c> critical situations critical situations for<00:01:30.400><c> example</c><00:01:31.600><c> if</c><00:01:31.840><c> you</c><00:01:32.000><c> have</c><00:01:32.320><c> only</c> for example if you have only for example if you have only two<00:01:34.720><c> variables</c><00:01:37.200><c> and</c> two variables and two variables and one<00:01:38.159><c> permanent</c><00:01:38.840><c> action</c><00:01:40.240><c> there</c><00:01:40.479><c> will</c><00:01:40.720><c> be</c> one permanent action there will be one permanent action there will be only<00:01:41.600><c> two</c><00:01:42.000><c> combinations</c> only two combinations only two combinations that<00:01:44.799><c> will</c><00:01:45.040><c> be</c><00:01:45.680><c> the</c><00:01:46.560><c> permanent</c><00:01:47.200><c> actions</c> that will be the permanent actions that will be the permanent actions leading<00:01:48.640><c> variable</c><00:01:49.200><c> actions</c><00:01:50.320><c> and</c><00:01:50.640><c> the</c> leading variable actions and the leading variable actions and the accompanying<00:01:51.680><c> variable</c><00:01:52.840><c> actions</c> accompanying variable actions accompanying variable actions next<00:01:54.799><c> you</c><00:01:55.040><c> swap</c><00:01:55.520><c> the</c><00:01:55.840><c> leading</c><00:01:56.320><c> variable</c> next you swap the leading variable next you swap the leading variable actions actions actions between<00:01:58.719><c> the</c><00:01:59.280><c> two</c><00:01:59.840><c> variable</c><00:02:00.479><c> actions</c> between the two variable actions between the two variable actions for<00:02:02.159><c> your</c><00:02:02.479><c> second</c><00:02:02.960><c> load</c><00:02:03.200><c> combinations</c> for your second load combinations for your second load combinations this<00:02:06.000><c> second</c><00:02:06.560><c> variable</c><00:02:07.200><c> action</c><00:02:07.600><c> is</c><00:02:07.759><c> now</c> this second variable action is now this second variable action is now considered considered considered the<00:02:09.360><c> leading</c><00:02:09.840><c> variable</c><00:02:10.399><c> actions</c><00:02:11.440><c> while</c> the leading variable actions while the leading variable actions while the<00:02:12.400><c> originally</c><00:02:13.360><c> considered</c><00:02:14.080><c> as</c><00:02:14.319><c> a</c><00:02:14.480><c> leading</c> the originally considered as a leading the originally considered as a leading variables variables variables actions<00:02:16.560><c> now</c><00:02:16.959><c> is</c><00:02:17.120><c> considered</c><00:02:17.760><c> as</c><00:02:18.000><c> the</c> actions now is considered as the actions now is considered as the accompanying<00:02:19.120><c> variable</c><00:02:20.840><c> actions</c> accompanying variable actions accompanying variable actions what<00:02:22.400><c> you</c><00:02:22.560><c> can</c><00:02:22.879><c> see</c><00:02:23.280><c> from</c><00:02:23.440><c> the</c><00:02:23.599><c> equation</c><00:02:24.480><c> here</c> what you can see from the equation here what you can see from the equation here the<00:02:26.319><c> factor</c><00:02:27.280><c> sign</c><00:02:28.239><c> has</c><00:02:28.640><c> changed</c> the factor sign has changed the factor sign has changed from<00:02:29.760><c> the</c><00:02:30.239><c> variable</c><00:02:30.879><c> action</c><00:02:31.280><c> number</c><00:02:31.760><c> two</c> from the variable action number two from the variable action number two to<00:02:32.800><c> variable</c><00:02:33.440><c> actions</c><00:02:33.920><c> number</c><00:02:34.840><c> one</c> to variable actions number one to variable actions number one in<00:02:37.519><c> the</c><00:02:37.840><c> case</c><00:02:38.480><c> that</c><00:02:38.720><c> you</c><00:02:39.040><c> have</c><00:02:39.360><c> more</c><00:02:39.760><c> variable</c> in the case that you have more variable in the case that you have more variable actions actions actions you<00:02:43.120><c> will</c><00:02:43.440><c> have</c><00:02:43.920><c> more</c><00:02:44.840><c> combinations</c> you will have more combinations you will have more combinations the<00:02:47.920><c> leading</c><00:02:48.400><c> variable</c><00:02:49.040><c> actions</c><00:02:49.519><c> will</c><00:02:49.920><c> change</c> the leading variable actions will change the leading variable actions will change in<00:02:51.200><c> between</c><00:02:52.080><c> the</c><00:02:52.879><c> variable</c><00:02:53.519><c> actions</c> in between the variable actions in between the variable actions the<00:02:56.080><c> remaining</c><00:02:57.040><c> are</c><00:02:57.360><c> considered</c><00:02:58.319><c> as</c> the remaining are considered as the remaining are considered as the<00:02:59.360><c> accompanying</c><00:03:00.239><c> variable</c><00:03:00.959><c> actions</c> the accompanying variable actions the accompanying variable actions which<00:03:02.720><c> need</c><00:03:02.959><c> to</c><00:03:03.120><c> be</c><00:03:03.519><c> multiplied</c><00:03:04.560><c> with</c><00:03:05.040><c> a</c> which need to be multiplied with a which need to be multiplied with a factor<00:03:06.080><c> psi</c><00:03:08.319><c> more</c><00:03:08.640><c> variable</c> factor psi more variable factor psi more variable actions<00:03:10.560><c> will</c><00:03:10.800><c> have</c><00:03:11.360><c> more</c><00:03:11.800><c> combinations</c> actions will have more combinations actions will have more combinations and<00:03:13.760><c> the</c><00:03:14.080><c> similar</c><00:03:14.959><c> calculation</c><00:03:15.920><c> process</c> and the similar calculation process and the similar calculation process will<00:03:17.200><c> be</c><00:03:18.319><c> for</c><00:03:18.560><c> loop</c> will be for loop will be for loop from<00:03:21.280><c> these</c><00:03:21.599><c> combinations</c> from these combinations from these combinations you<00:03:24.159><c> will</c><00:03:24.400><c> need</c><00:03:24.560><c> to</c><00:03:24.799><c> choose</c><00:03:25.200><c> the</c><00:03:25.360><c> most</c> you will need to choose the most you will need to choose the most critical<00:03:26.400><c> situations</c> critical situations critical situations as<00:03:28.560><c> your</c><00:03:28.879><c> design</c><00:03:29.440><c> load</c> as your design load as your design load for<00:03:31.599><c> a</c><00:03:32.000><c> typical</c><00:03:32.640><c> design</c><00:03:33.280><c> comprising</c><00:03:34.239><c> the</c> for a typical design comprising the for a typical design comprising the permanent<00:03:35.280><c> actions</c><00:03:35.920><c> by</c><00:03:36.080><c> level</c><00:03:36.560><c> actions</c><00:03:37.280><c> and</c> permanent actions by level actions and permanent actions by level actions and wing<00:03:37.840><c> action</c> at<00:03:40.560><c> least</c><00:03:41.040><c> four</c><00:03:41.360><c> types</c><00:03:41.760><c> of</c><00:03:42.040><c> combinations</c><00:03:43.280><c> will</c> at least four types of combinations will at least four types of combinations will be be be checked<00:03:46.159><c> the</c><00:03:46.400><c> first</c><00:03:46.720><c> conditions</c> checked the first conditions checked the first conditions is<00:03:48.000><c> to</c><00:03:48.319><c> check</c><00:03:48.640><c> with</c><00:03:48.959><c> the</c><00:03:49.360><c> gk</c><00:03:50.239><c> and</c><00:03:50.640><c> the</c> is to check with the gk and the is to check with the gk and the variable<00:03:51.680><c> action</c><00:03:53.519><c> while</c><00:03:53.840><c> the</c><00:03:54.000><c> second</c> variable action while the second variable action while the second conditions conditions conditions it<00:03:55.439><c> will</c><00:03:55.680><c> be</c><00:03:55.920><c> between</c><00:03:56.560><c> gk</c><00:03:57.360><c> and</c><00:03:57.519><c> the</c><00:03:57.680><c> wing</c> it will be between gk and the wing it will be between gk and the wing action action action then<00:04:00.480><c> the</c><00:04:00.720><c> third</c><00:04:01.120><c> and</c><00:04:01.280><c> fourth</c><00:04:01.760><c> it</c><00:04:02.000><c> will</c><00:04:02.319><c> be</c><00:04:02.720><c> the</c> then the third and fourth it will be the then the third and fourth it will be the combined<00:04:03.840><c> actions</c><00:04:04.560><c> of</c><00:04:04.720><c> the</c><00:04:05.040><c> gk</c> combined actions of the gk combined actions of the gk variable<00:04:06.879><c> actions</c><00:04:07.519><c> and</c><00:04:07.760><c> the</c><00:04:07.920><c> wing</c><00:04:08.239><c> action</c> variable actions and the wing action variable actions and the wing action the<00:04:10.799><c> differences</c><00:04:11.599><c> between</c><00:04:12.080><c> the</c><00:04:12.319><c> third</c><00:04:12.640><c> and</c> the differences between the third and the differences between the third and the<00:04:13.040><c> fourth</c> the fourth the fourth it<00:04:13.760><c> will</c><00:04:14.080><c> be</c><00:04:14.480><c> the</c><00:04:14.879><c> leading</c><00:04:15.439><c> variables</c><00:04:16.320><c> and</c><00:04:16.560><c> the</c> it will be the leading variables and the it will be the leading variables and the accompanying<00:04:17.519><c> variable</c> accompanying variable accompanying variable for<00:04:19.759><c> condition</c><00:04:20.479><c> c</c><00:04:21.440><c> the</c><00:04:21.680><c> win</c><00:04:22.079><c> is</c><00:04:22.240><c> considered</c> for condition c the win is considered for condition c the win is considered as<00:04:23.280><c> the</c><00:04:23.520><c> accompanying</c><00:04:24.160><c> variable</c><00:04:25.199><c> while</c> as the accompanying variable while as the accompanying variable while condition<00:04:26.320><c> d</c> condition d condition d the<00:04:27.840><c> variable</c><00:04:28.560><c> actions</c><00:04:29.199><c> is</c><00:04:29.360><c> considered</c><00:04:30.080><c> as</c> the variable actions is considered as the variable actions is considered as the the the accompanying<00:04:32.479><c> variables</c> accompanying variables accompanying variables you<00:04:35.120><c> need</c><00:04:35.360><c> to</c><00:04:35.680><c> consider</c><00:04:36.479><c> the</c><00:04:36.800><c> favorable</c><00:04:37.840><c> and</c> you need to consider the favorable and you need to consider the favorable and unfavorable<00:04:40.840><c> conditions</c><00:04:41.919><c> as</c><00:04:42.240><c> for</c><00:04:42.560><c> the</c> unfavorable conditions as for the unfavorable conditions as for the favorable<00:04:45.919><c> variable</c><00:04:46.560><c> actions</c> favorable variable actions favorable variable actions there<00:04:49.199><c> will</c><00:04:49.440><c> be</c><00:04:50.720><c> no</c><00:04:51.040><c> factor</c><00:04:51.600><c> of</c><00:04:51.759><c> safety</c> there will be no factor of safety there will be no factor of safety applied applied applied to<00:04:53.040><c> the</c><00:04:53.479><c> qk</c>
26	ezyUdGgNwUs	2.12 Design value of action serviceability limit state	https://www.youtube.com/watch?v=ezyUdGgNwUs	2.12_Design_value_of_action_serviceability_limit_state.en.vtt	this<00:00:00.320><c> slide</c><00:00:00.880><c> shows</c><00:00:01.360><c> the</c><00:00:01.599><c> equations</c><00:00:02.720><c> to</c> this slide shows the equations to this slide shows the equations to determine<00:00:03.840><c> the</c><00:00:04.240><c> design</c><00:00:04.799><c> values</c><00:00:05.359><c> of</c><00:00:05.600><c> actions</c> determine the design values of actions determine the design values of actions at<00:00:06.799><c> the</c><00:00:07.480><c> serviceability</c><00:00:08.639><c> limit</c><00:00:09.040><c> state</c> at the serviceability limit state at the serviceability limit state for<00:00:10.400><c> different</c><00:00:11.200><c> conditions</c> for different conditions for different conditions which<00:00:13.519><c> include</c><00:00:14.000><c> the</c><00:00:14.400><c> combined</c><00:00:15.519><c> frequency</c> which include the combined frequency which include the combined frequency and<00:00:16.920><c> quasi-permanent</c><00:00:18.000><c> actions</c> and quasi-permanent actions and quasi-permanent actions it<00:00:20.240><c> is</c><00:00:20.560><c> basically</c><00:00:21.439><c> developed</c><00:00:22.160><c> on</c><00:00:22.320><c> the</c><00:00:22.560><c> basis</c> it is basically developed on the basis it is basically developed on the basis that that that the<00:00:24.160><c> factors</c><00:00:24.800><c> of</c><00:00:25.039><c> safety</c><00:00:25.760><c> for</c><00:00:26.000><c> the</c><00:00:26.160><c> permanent</c> the factors of safety for the permanent the factors of safety for the permanent and<00:00:27.599><c> variable</c><00:00:28.240><c> actions</c><00:00:28.960><c> is</c><00:00:29.279><c> equals</c><00:00:29.840><c> to</c><00:00:30.080><c> 1.0</c> and variable actions is equals to 1.0 and variable actions is equals to 1.0 for<00:00:32.160><c> all</c><00:00:32.480><c> the</c><00:00:32.719><c> cases</c> the<00:00:35.680><c> equations</c><00:00:36.559><c> vary</c><00:00:36.960><c> slightly</c><00:00:38.079><c> but</c> the equations vary slightly but the equations vary slightly but basically basically basically it<00:00:39.760><c> will</c><00:00:40.000><c> be</c><00:00:40.480><c> constitute</c><00:00:41.440><c> of</c><00:00:41.680><c> the</c><00:00:42.079><c> summations</c> it will be constitute of the summations it will be constitute of the summations of<00:00:43.120><c> the</c><00:00:43.440><c> permanent</c><00:00:44.079><c> actions</c><00:00:45.520><c> leading</c> of the permanent actions leading of the permanent actions leading variable<00:00:46.640><c> actions</c> variable actions variable actions and<00:00:47.920><c> the</c><00:00:48.160><c> accompanying</c><00:00:49.120><c> variable</c><00:00:49.760><c> actions</c> basically<00:00:53.360><c> only</c><00:00:53.760><c> one</c><00:00:54.079><c> variable</c><00:00:54.640><c> action</c><00:00:55.199><c> is</c> basically only one variable action is basically only one variable action is considered<00:00:56.000><c> as</c><00:00:56.239><c> the</c><00:00:56.480><c> leading</c> considered as the leading considered as the leading variable<00:00:58.000><c> actions</c><00:01:00.160><c> while</c><00:01:00.559><c> the</c><00:01:00.719><c> remaining</c> variable actions while the remaining variable actions while the remaining are<00:01:01.760><c> considered</c><00:01:02.480><c> as</c><00:01:02.800><c> the</c><00:01:03.120><c> accompanying</c> are considered as the accompanying are considered as the accompanying variable<00:01:04.479><c> actions</c> variable actions variable actions for<00:01:07.119><c> the</c><00:01:07.520><c> combination</c><00:01:08.479><c> design</c><00:01:09.040><c> value</c> for the combination design value for the combination design value the<00:01:11.840><c> equations</c><00:01:12.880><c> is</c><00:01:13.200><c> basically</c><00:01:13.920><c> the</c><00:01:14.159><c> same</c> the equations is basically the same the equations is basically the same as<00:01:15.200><c> the</c><00:01:15.600><c> equations</c><00:01:16.560><c> for</c><00:01:16.799><c> the</c><00:01:16.960><c> ultimate</c><00:01:17.520><c> limit</c> as the equations for the ultimate limit as the equations for the ultimate limit state state state except<00:01:19.680><c> the</c><00:01:20.000><c> factor</c><00:01:20.479><c> of</c><00:01:20.640><c> safety</c><00:01:21.360><c> is</c> except the factor of safety is except the factor of safety is equals<00:01:22.479><c> to</c><00:01:22.840><c> 1.0</c><00:01:24.080><c> for</c><00:01:24.560><c> all</c><00:01:24.960><c> the</c> equals to 1.0 for all the equals to 1.0 for all the gk<00:01:25.840><c> and</c><00:01:26.000><c> qk</c> file<00:01:28.880><c> node</c><00:01:29.280><c> is</c><00:01:29.520><c> being</c><00:01:29.920><c> used</c><00:01:30.400><c> for</c><00:01:30.799><c> all</c><00:01:31.200><c> the</c> file node is being used for all the file node is being used for all the accompanying<00:01:32.560><c> variable</c><00:01:33.200><c> actions</c> as<00:01:36.159><c> for</c><00:01:36.400><c> the</c><00:01:36.640><c> frequent</c><00:01:37.040><c> value</c><00:01:38.159><c> you</c><00:01:38.400><c> need</c><00:01:38.640><c> to</c> as for the frequent value you need to as for the frequent value you need to identify<00:01:40.000><c> one</c><00:01:40.400><c> of</c><00:01:40.720><c> the</c><00:01:41.040><c> variable</c><00:01:41.600><c> actions</c> identify one of the variable actions identify one of the variable actions as<00:01:42.640><c> the</c><00:01:43.040><c> leading</c><00:01:43.840><c> variable</c><00:01:44.640><c> actions</c> as the leading variable actions as the leading variable actions while<00:01:46.320><c> the</c><00:01:46.560><c> rest</c><00:01:46.960><c> are</c><00:01:47.280><c> considered</c><00:01:48.079><c> as</c><00:01:48.399><c> the</c> while the rest are considered as the while the rest are considered as the accompanying<00:01:49.520><c> variable</c><00:01:50.159><c> actions</c> accompanying variable actions accompanying variable actions for<00:01:52.880><c> the</c><00:01:53.119><c> leading</c><00:01:53.520><c> variable</c><00:01:54.159><c> actions</c><00:01:55.360><c> the</c> for the leading variable actions the for the leading variable actions the factors<00:01:56.399><c> for</c><00:01:56.560><c> the</c><00:01:56.799><c> frequency</c><00:01:57.600><c> are</c><00:01:57.920><c> used</c> factors for the frequency are used factors for the frequency are used as<00:02:00.399><c> for</c><00:02:00.560><c> the</c><00:02:00.799><c> accompanying</c><00:02:01.520><c> variable</c><00:02:02.079><c> actions</c> as for the accompanying variable actions as for the accompanying variable actions the<00:02:04.159><c> factors</c><00:02:04.799><c> from</c><00:02:05.040><c> the</c><00:02:05.719><c> quasi-permanence</c> the factors from the quasi-permanence the factors from the quasi-permanence is<00:02:07.439><c> used</c><00:02:09.039><c> in</c><00:02:09.280><c> another</c><00:02:09.759><c> word</c> is used in another word is used in another word only<00:02:11.760><c> one</c><00:02:12.239><c> of</c><00:02:12.480><c> the</c><00:02:12.800><c> variable</c><00:02:13.440><c> actions</c> only one of the variable actions only one of the variable actions which<00:02:14.640><c> is</c><00:02:14.879><c> the</c><00:02:15.040><c> leading</c><00:02:15.440><c> variable</c><00:02:16.080><c> actions</c><00:02:16.959><c> is</c> which is the leading variable actions is which is the leading variable actions is considered considered considered imposing<00:02:19.360><c> the</c><00:02:19.720><c> accidental</c><00:02:21.120><c> actions</c><00:02:21.840><c> onto</c><00:02:22.319><c> the</c> imposing the accidental actions onto the imposing the accidental actions onto the structures structures structures while<00:02:25.280><c> the</c><00:02:25.520><c> rest</c><00:02:26.000><c> of</c><00:02:26.239><c> the</c><00:02:26.800><c> variable</c><00:02:27.440><c> actions</c> while the rest of the variable actions while the rest of the variable actions are<00:02:28.319><c> considered</c><00:02:29.040><c> as</c><00:02:29.640><c> quasi-permanent</c> are considered as quasi-permanent are considered as quasi-permanent actions actions actions this<00:02:33.200><c> is</c><00:02:33.440><c> logical</c><00:02:34.560><c> as</c><00:02:35.120><c> it</c><00:02:35.360><c> is</c><00:02:35.680><c> not</c><00:02:35.920><c> likely</c><00:02:36.480><c> to</c> this is logical as it is not likely to this is logical as it is not likely to have have have all<00:02:37.360><c> the</c><00:02:37.599><c> variable</c><00:02:38.160><c> actions</c><00:02:38.800><c> to</c><00:02:39.120><c> undergo</c> all the variable actions to undergo all the variable actions to undergo accidental<00:02:40.879><c> loop</c> accidental loop accidental loop at<00:02:41.440><c> the</c><00:02:41.760><c> same</c><00:02:42.160><c> time</c><00:02:44.239><c> as</c> at the same time as at the same time as for<00:02:44.800><c> the</c><00:02:45.319><c> quasi-permanent</c><00:02:46.319><c> value</c> for the quasi-permanent value for the quasi-permanent value all<00:02:48.400><c> the</c><00:02:48.720><c> variable</c><00:02:49.360><c> actions</c><00:02:50.319><c> are</c><00:02:50.640><c> to</c><00:02:50.879><c> be</c> all the variable actions are to be all the variable actions are to be multiplied<00:02:52.160><c> with</c><00:02:52.480><c> the</c><00:02:52.879><c> factors</c><00:02:53.840><c> of</c> multiplied with the factors of multiplied with the factors of the<00:02:54.840><c> quasi-permanent</c><00:02:56.319><c> which</c><00:02:56.720><c> is</c> the quasi-permanent which is the quasi-permanent which is psi<00:02:57.840><c> 2.</c> these<00:03:00.879><c> equations</c><00:03:02.480><c> can</c><00:03:02.879><c> be</c><00:03:03.360><c> expressed</c> these equations can be expressed these equations can be expressed in<00:03:04.400><c> the</c><00:03:04.800><c> identical</c><00:03:05.840><c> structure</c><00:03:06.720><c> as</c><00:03:07.040><c> per</c><00:03:07.280><c> the</c> in the identical structure as per the in the identical structure as per the frequency<00:03:08.080><c> value</c> frequency value frequency value except<00:03:09.519><c> that</c><00:03:10.319><c> the</c><00:03:10.800><c> factor</c><00:03:11.840><c> sign</c> except that the factor sign except that the factor sign here<00:03:13.120><c> has</c><00:03:13.360><c> to</c><00:03:13.599><c> be</c><00:03:14.000><c> equals</c><00:03:14.640><c> to</c><00:03:14.879><c> the</c><00:03:15.120><c> vector</c> here has to be equals to the vector here has to be equals to the vector psi<00:03:16.840><c> 2.</c> psi 2. psi 2. for<00:03:19.440><c> simplicity</c><00:03:20.560><c> we</c><00:03:20.879><c> just</c><00:03:21.280><c> use</c><00:03:21.680><c> these</c> for simplicity we just use these for simplicity we just use these equations equations equations that<00:03:23.920><c> means</c><00:03:24.560><c> all</c><00:03:25.040><c> the</c><00:03:25.920><c> variable</c><00:03:26.560><c> action</c><00:03:27.040><c> here</c> that means all the variable action here that means all the variable action here are<00:03:28.000><c> to</c><00:03:28.159><c> be</c><00:03:28.480><c> multiplied</c><00:03:29.200><c> with</c><00:03:29.360><c> the</c><00:03:29.599><c> factors</c> are to be multiplied with the factors are to be multiplied with the factors for<00:03:30.480><c> the</c><00:03:30.720><c> quasi</c><00:03:31.280><c> permanent</c>
27	G5QT90LRmds	2.13 Example: Factors of safety at ULS and SLS	https://www.youtube.com/watch?v=G5QT90LRmds	2.13_Example_-_Factors_of_safety_at_ULS_and_SLS.en.vtt	let's<00:00:00.399><c> try</c><00:00:00.799><c> an</c><00:00:00.960><c> example</c><00:00:01.760><c> to</c><00:00:02.480><c> use</c><00:00:02.879><c> the</c> let's try an example to use the let's try an example to use the factor<00:00:04.160><c> gamma</c><00:00:04.880><c> and</c><00:00:05.120><c> psi</c> factor gamma and psi factor gamma and psi in<00:00:06.560><c> order</c><00:00:07.040><c> to</c><00:00:07.520><c> determine</c><00:00:08.160><c> the</c><00:00:08.400><c> stability</c> in order to determine the stability in order to determine the stability of<00:00:09.599><c> the</c><00:00:09.760><c> structures</c><00:00:11.200><c> under</c><00:00:11.679><c> overturning</c> of the structures under overturning of the structures under overturning the<00:00:14.400><c> questions</c><00:00:14.960><c> asked</c><00:00:15.280><c> us</c><00:00:15.599><c> to</c><00:00:15.920><c> determine</c><00:00:16.640><c> the</c> the questions asked us to determine the the questions asked us to determine the factor factor factor gamma<00:00:18.240><c> and</c><00:00:18.480><c> psi</c><00:00:19.760><c> used</c><00:00:20.240><c> in</c><00:00:20.400><c> determining</c><00:00:21.039><c> the</c> gamma and psi used in determining the gamma and psi used in determining the stability stability stability of<00:00:22.400><c> an</c><00:00:22.640><c> office</c><00:00:23.039><c> building</c><00:00:24.240><c> shown</c><00:00:24.880><c> in</c> of an office building shown in of an office building shown in the<00:00:26.160><c> figure</c><00:00:27.279><c> for</c><00:00:27.599><c> the</c><00:00:27.840><c> overturning</c> the figure for the overturning the figure for the overturning about<00:00:29.359><c> point</c><00:00:29.760><c> b</c><00:00:30.800><c> at</c><00:00:31.039><c> the</c><00:00:31.359><c> ultimate</c><00:00:31.920><c> limit</c> about point b at the ultimate limit about point b at the ultimate limit state state state and<00:00:33.520><c> service</c><00:00:34.000><c> limit</c><00:00:34.399><c> state</c> and service limit state and service limit state it<00:00:36.640><c> is</c><00:00:36.880><c> asked</c><00:00:37.200><c> to</c><00:00:37.520><c> use</c><00:00:37.920><c> the</c><00:00:38.480><c> combined</c><00:00:39.360><c> value</c> it is asked to use the combined value it is asked to use the combined value only the<00:00:42.960><c> gamma</c><00:00:43.440><c> here</c><00:00:43.920><c> represent</c><00:00:44.719><c> the</c><00:00:45.039><c> factor</c><00:00:45.520><c> of</c> the gamma here represent the factor of the gamma here represent the factor of safety<00:00:46.320><c> for</c><00:00:46.480><c> the</c><00:00:46.640><c> actions</c> safety for the actions safety for the actions while<00:00:49.039><c> the</c><00:00:49.600><c> psi</c><00:00:50.000><c> here</c><00:00:50.559><c> is</c><00:00:50.879><c> represent</c><00:00:51.680><c> the</c> while the psi here is represent the while the psi here is represent the factors<00:00:52.640><c> for</c><00:00:52.960><c> the</c><00:00:53.280><c> combined</c><00:00:54.000><c> value</c><00:00:54.559><c> which</c> factors for the combined value which factors for the combined value which is<00:00:55.440><c> represented</c><00:00:56.320><c> by</c><00:00:56.800><c> sine</c><00:00:57.199><c> node</c> is represented by sine node is represented by sine node the<00:01:00.079><c> office</c><00:01:00.480><c> structures</c><00:01:01.199><c> is</c><00:01:01.359><c> here</c><00:01:02.559><c> it</c><00:01:02.800><c> is</c> the office structures is here it is the office structures is here it is subjected<00:01:03.680><c> to</c> subjected to subjected to wing<00:01:04.559><c> actions</c><00:01:05.840><c> permanent</c><00:01:06.560><c> actions</c> wing actions permanent actions wing actions permanent actions and<00:01:08.320><c> variable</c><00:01:08.960><c> actions</c> and variable actions and variable actions you<00:01:11.119><c> are</c><00:01:11.280><c> asked</c><00:01:11.600><c> to</c><00:01:11.840><c> check</c><00:01:12.240><c> for</c><00:01:12.479><c> the</c> you are asked to check for the you are asked to check for the overturning overturning overturning stability<00:01:15.680><c> at</c><00:01:16.080><c> point</c><00:01:16.479><c> b</c> stability at point b stability at point b you<00:01:18.320><c> may</c><00:01:18.560><c> pause</c><00:01:18.960><c> the</c><00:01:19.119><c> video</c><00:01:19.520><c> for</c><00:01:19.759><c> a</c><00:01:19.920><c> while</c><00:01:20.640><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:21.119><c> to</c><00:01:21.520><c> work</c><00:01:21.840><c> out</c><00:01:22.000><c> the</c> you to work out the you to work out the solution<00:01:24.320><c> to</c><00:01:24.560><c> solve</c><00:01:24.960><c> these</c><00:01:25.360><c> questions</c> solution to solve these questions solution to solve these questions first<00:01:26.799><c> you</c><00:01:27.040><c> need</c><00:01:27.200><c> to</c><00:01:27.600><c> determine</c><00:01:28.479><c> the</c><00:01:28.960><c> gamma</c> first you need to determine the gamma first you need to determine the gamma to<00:01:31.680><c> determine</c><00:01:32.240><c> the</c><00:01:32.479><c> gamma</c><00:01:33.280><c> you</c><00:01:33.439><c> need</c><00:01:33.680><c> to</c> to determine the gamma you need to to determine the gamma you need to refers refers refers to<00:01:35.200><c> the</c><00:01:35.680><c> table</c><00:01:36.320><c> for</c><00:01:36.560><c> the</c><00:01:36.720><c> ultimate</c><00:01:37.280><c> limit</c> to the table for the ultimate limit to the table for the ultimate limit state state state and<00:01:39.280><c> you</c><00:01:39.520><c> are</c><00:01:39.759><c> asked</c><00:01:40.079><c> to</c><00:01:40.400><c> check</c><00:01:40.799><c> for</c><00:01:41.119><c> the</c> and you are asked to check for the and you are asked to check for the stability stability stability in<00:01:42.560><c> terms</c><00:01:42.880><c> of</c><00:01:43.040><c> overturning</c><00:01:44.159><c> that</c><00:01:44.399><c> means</c><00:01:44.799><c> we</c> in terms of overturning that means we in terms of overturning that means we are<00:01:45.119><c> referring</c><00:01:45.840><c> to</c> are referring to are referring to this<00:01:46.799><c> role</c><00:01:48.000><c> and</c><00:01:48.640><c> there</c><00:01:49.040><c> are</c><00:01:49.360><c> permanent</c> this role and there are permanent this role and there are permanent actions actions actions leading<00:01:51.680><c> variable</c><00:01:52.240><c> actions</c><00:01:52.799><c> and</c> leading variable actions and leading variable actions and accompanying accompanying accompanying variable<00:01:54.960><c> actions</c><00:01:56.079><c> and</c><00:01:56.880><c> there</c><00:01:57.119><c> will</c><00:01:57.360><c> be</c> variable actions and there will be variable actions and there will be favorable<00:01:58.880><c> and</c><00:01:59.200><c> unfavorable</c><00:02:00.159><c> conditions</c> favorable and unfavorable conditions favorable and unfavorable conditions from<00:02:02.880><c> the</c><00:02:03.040><c> table</c><00:02:03.600><c> here</c><00:02:04.240><c> you</c><00:02:04.640><c> obtain</c><00:02:05.280><c> that</c><00:02:05.600><c> the</c> from the table here you obtain that the from the table here you obtain that the favorable favorable favorable and<00:02:06.960><c> unfavorable</c><00:02:08.239><c> factors</c><00:02:08.800><c> of</c><00:02:08.959><c> safety</c><00:02:09.679><c> for</c> and unfavorable factors of safety for and unfavorable factors of safety for the<00:02:10.319><c> gk</c><00:02:10.800><c> and</c><00:02:10.959><c> queue</c><00:02:11.280><c> case</c> the gk and queue case the gk and queue case are<00:02:12.160><c> given</c><00:02:12.640><c> here</c><00:02:14.800><c> next</c><00:02:15.200><c> you</c><00:02:15.520><c> determine</c> are given here next you determine are given here next you determine the<00:02:17.520><c> factor</c><00:02:18.160><c> phi</c><00:02:18.480><c> note</c><00:02:19.200><c> for</c><00:02:19.520><c> the</c> the factor phi note for the the factor phi note for the combinations<00:02:20.959><c> conditions</c> combinations conditions combinations conditions the<00:02:23.120><c> building</c><00:02:23.680><c> is</c><00:02:24.000><c> office</c><00:02:24.400><c> building</c> the building is office building the building is office building and<00:02:26.800><c> the</c><00:02:27.040><c> wing</c><00:02:27.360><c> loop</c><00:02:27.680><c> is</c><00:02:27.920><c> here</c> and the wing loop is here and the wing loop is here so<00:02:30.319><c> the</c><00:02:30.720><c> factor</c><00:02:31.519><c> 5</c><00:02:31.920><c> node</c> so the factor 5 node so the factor 5 node it<00:02:32.800><c> will</c><00:02:33.040><c> be</c><00:02:33.840><c> equals</c><00:02:34.400><c> to</c><00:02:34.840><c> 0.7</c> it will be equals to 0.7 it will be equals to 0.7 and<00:02:36.480><c> 0.5</c> and 0.5 and 0.5 next<00:02:39.840><c> you</c><00:02:40.080><c> need</c><00:02:40.239><c> to</c><00:02:40.720><c> check</c><00:02:41.120><c> for</c><00:02:41.840><c> different</c> next you need to check for different next you need to check for different combinations combinations combinations of<00:02:43.680><c> the</c><00:02:43.840><c> actions</c><00:02:44.480><c> for</c><00:02:44.640><c> the</c><00:02:44.879><c> ultimate</c><00:02:45.440><c> limit</c> of the actions for the ultimate limit of the actions for the ultimate limit state<00:02:46.239><c> and</c><00:02:46.599><c> serviceability</c><00:02:47.599><c> limit</c><00:02:48.840><c> state</c> state and serviceability limit state state and serviceability limit state prior<00:02:51.120><c> to</c><00:02:51.360><c> that</c><00:02:51.920><c> you</c><00:02:52.160><c> need</c><00:02:52.400><c> to</c><00:02:52.959><c> be</c><00:02:53.280><c> aware</c><00:02:54.000><c> of</c> prior to that you need to be aware of prior to that you need to be aware of the the the permanent<00:02:55.840><c> actions</c><00:02:56.400><c> and</c><00:02:56.640><c> variable</c><00:02:57.280><c> actions</c> permanent actions and variable actions permanent actions and variable actions and<00:02:58.239><c> wing</c><00:02:58.560><c> actions</c> and wing actions and wing actions whether<00:03:00.080><c> it</c><00:03:00.319><c> is</c><00:03:00.640><c> favorable</c><00:03:01.680><c> or</c><00:03:02.840><c> unfavorable</c> whether it is favorable or unfavorable whether it is favorable or unfavorable based<00:03:05.280><c> on</c><00:03:05.519><c> the</c><00:03:05.760><c> principle</c><00:03:06.560><c> of</c><00:03:06.720><c> static</c> based on the principle of static based on the principle of static equilibrium equilibrium equilibrium at<00:03:08.800><c> b</c><00:03:09.680><c> which</c><00:03:10.000><c> is</c><00:03:10.319><c> sigma</c><00:03:11.040><c> and</c><00:03:11.280><c> b</c> at b which is sigma and b at b which is sigma and b equals<00:03:12.080><c> to</c><00:03:12.319><c> zero</c><00:03:14.159><c> the</c><00:03:14.400><c> actions</c> equals to zero the actions equals to zero the actions which<00:03:16.800><c> enlarge</c><00:03:17.680><c> the</c> which enlarge the which enlarge the value<00:03:19.040><c> of</c><00:03:19.440><c> mb</c><00:03:20.239><c> here</c><00:03:20.959><c> is</c><00:03:21.200><c> considered</c> value of mb here is considered value of mb here is considered as<00:03:22.560><c> the</c><00:03:23.080><c> unfavorable</c><00:03:24.159><c> actions</c> as the unfavorable actions as the unfavorable actions while<00:03:26.560><c> the</c><00:03:26.799><c> action</c><00:03:27.280><c> switch</c><00:03:27.840><c> is</c><00:03:28.480><c> reducing</c><00:03:29.280><c> the</c> while the action switch is reducing the while the action switch is reducing the moment<00:03:30.239><c> at</c><00:03:30.480><c> b</c><00:03:30.799><c> here</c><00:03:31.280><c> is</c><00:03:31.440><c> considered</c><00:03:32.159><c> as</c> moment at b here is considered as moment at b here is considered as favorable<00:03:33.360><c> actions</c> favorable actions favorable actions the<00:03:36.000><c> factor</c><00:03:36.560><c> of</c><00:03:36.720><c> safety</c><00:03:37.440><c> of</c><00:03:37.680><c> the</c><00:03:37.920><c> relevant</c> the factor of safety of the relevant the factor of safety of the relevant favorable<00:03:39.599><c> and</c><00:03:39.760><c> unfavorable</c><00:03:40.720><c> actions</c><00:03:41.360><c> is</c> favorable and unfavorable actions is favorable and unfavorable actions is summarized<00:03:42.400><c> here</c> these<00:03:45.440><c> actions</c><00:03:46.239><c> are</c><00:03:46.720><c> to</c><00:03:46.959><c> be</c><00:03:47.920><c> combined</c> these actions are to be combined these actions are to be combined with<00:03:49.680><c> the</c><00:03:50.159><c> different</c><00:03:50.760><c> combinations</c><00:03:52.000><c> of</c><00:03:52.319><c> the</c> with the different combinations of the with the different combinations of the loot<00:03:54.879><c> the</c><00:03:55.120><c> four</c><00:03:55.439><c> combinations</c><00:03:56.400><c> of</c><00:03:56.560><c> the</c><00:03:56.799><c> loot</c> loot the four combinations of the loot loot the four combinations of the loot include<00:03:58.840><c> gk</c><00:04:00.159><c> plus</c> include gk plus include gk plus qk<00:04:01.280><c> only</c><00:04:02.959><c> gk</c> qk only gk qk only gk plus<00:04:04.560><c> wing</c><00:04:04.799><c> load</c> plus wing load plus wing load gk<00:04:08.000><c> plus</c><00:04:08.560><c> qk</c><00:04:09.519><c> plus</c> gk plus qk plus gk plus qk plus wing<00:04:10.319><c> load</c><00:04:11.040><c> with</c><00:04:11.599><c> qk</c><00:04:12.319><c> as</c><00:04:12.640><c> a</c><00:04:13.040><c> primary</c><00:04:13.760><c> variable</c> wing load with qk as a primary variable wing load with qk as a primary variable actions actions actions and<00:04:17.120><c> gk</c><00:04:18.239><c> plus</c><00:04:18.959><c> qk</c> and gk plus qk and gk plus qk plus<00:04:20.639><c> wind</c><00:04:20.880><c> load</c><00:04:21.440><c> with</c><00:04:21.919><c> wind</c><00:04:22.240><c> load</c><00:04:22.639><c> as</c> plus wind load with wind load as plus wind load with wind load as leading<00:04:25.440><c> variable</c><00:04:27.840><c> the</c> leading variable the leading variable the factor<00:04:28.800><c> sign</c><00:04:29.199><c> node</c><00:04:29.600><c> differs</c><00:04:30.240><c> between</c><00:04:30.880><c> the</c> factor sign node differs between the factor sign node differs between the wing<00:04:31.759><c> loop</c><00:04:32.160><c> and</c><00:04:32.320><c> the</c><00:04:32.479><c> office</c><00:04:33.040><c> building</c> wing loop and the office building wing loop and the office building when<00:04:34.880><c> final</c><00:04:35.440><c> is</c><00:04:35.600><c> to</c><00:04:35.759><c> be</c><00:04:36.000><c> applied</c><00:04:36.639><c> to</c><00:04:37.120><c> the</c><00:04:37.360><c> wing</c> when final is to be applied to the wing when final is to be applied to the wing load load load it<00:04:38.320><c> should</c><00:04:38.560><c> be</c><00:04:38.880><c> equal</c><00:04:39.440><c> to</c><00:04:39.800><c> 0.5</c> it should be equal to 0.5 it should be equal to 0.5 while<00:04:41.919><c> when</c><00:04:42.240><c> it</c><00:04:42.479><c> is</c><00:04:42.800><c> applied</c><00:04:43.199><c> to</c><00:04:43.360><c> the</c><00:04:43.520><c> office</c> while when it is applied to the office while when it is applied to the office building building building it<00:04:45.040><c> is</c><00:04:45.360><c> equal</c><00:04:45.759><c> to</c><00:04:46.280><c> 0.7</c> it is equal to 0.7 it is equal to 0.7 out<00:04:49.360><c> of</c><00:04:49.759><c> these</c><00:04:50.080><c> four</c><00:04:50.680><c> combinations</c><00:04:51.840><c> of</c><00:04:52.000><c> the</c> out of these four combinations of the out of these four combinations of the loop loop loop we<00:04:53.360><c> will</c><00:04:53.680><c> choose</c><00:04:54.000><c> the</c><00:04:54.160><c> most</c><00:04:54.639><c> critical</c> we will choose the most critical we will choose the most critical situation as<00:04:58.320><c> for</c><00:04:58.560><c> the</c><00:04:58.800><c> serviceability</c><00:04:59.840><c> limit</c><00:05:00.320><c> state</c> as for the serviceability limit state as for the serviceability limit state the<00:05:02.120><c> combinations</c><00:05:03.440><c> is</c><00:05:03.840><c> identical</c><00:05:04.800><c> to</c><00:05:05.039><c> the</c> the combinations is identical to the the combinations is identical to the ultimate<00:05:05.840><c> limit</c><00:05:06.160><c> state</c> ultimate limit state ultimate limit state the<00:05:08.160><c> differences</c><00:05:09.120><c> is</c><00:05:09.759><c> all</c><00:05:10.160><c> the</c><00:05:10.639><c> factor</c><00:05:11.120><c> of</c> the differences is all the factor of the differences is all the factor of safety<00:05:11.919><c> for</c><00:05:12.080><c> the</c><00:05:12.320><c> actions</c> safety for the actions safety for the actions is<00:05:13.440><c> considered</c><00:05:14.240><c> as</c><00:05:15.000><c> 1.0</c> only<00:05:19.199><c> sign</c><00:05:19.600><c> node</c><00:05:19.919><c> is</c><00:05:20.560><c> applied</c><00:05:21.280><c> to</c> only sign node is applied to only sign node is applied to the<00:05:22.160><c> accompanying</c><00:05:23.039><c> variables</c> the accompanying variables the accompanying variables and<00:05:26.320><c> out</c><00:05:26.639><c> of</c><00:05:26.800><c> these</c><00:05:27.280><c> four</c><00:05:27.639><c> combinations</c> and out of these four combinations and out of these four combinations of<00:05:29.039><c> the</c><00:05:29.280><c> loop</c><00:05:30.320><c> the</c><00:05:30.560><c> most</c><00:05:30.960><c> critical</c><00:05:31.680><c> conditions</c> of the loop the most critical conditions of the loop the most critical conditions is<00:05:33.160><c> selected</c>
28	xoDWCQyIADc	2.14 Example: Design value of Serviceability limit state	https://www.youtube.com/watch?v=xoDWCQyIADc	2.14_Example_-_Design_value_of_Serviceability_limit_state.en.vtt	Astra<00:00:00.630><c> is</c><00:00:00.960><c> our</c><00:00:01.350><c> birth</c><00:00:01.650><c> to</c><00:00:02.070><c> determine</c><00:00:03.000><c> the</c> Astra is our birth to determine the Astra is our birth to determine the design<00:00:03.959><c> value</c><00:00:04.560><c> of</c><00:00:05.060><c> simply</c><00:00:06.060><c> supported</c><00:00:06.750><c> beam</c><00:00:07.049><c> in</c> design value of simply supported beam in design value of simply supported beam in the<00:00:08.460><c> shopping</c><00:00:08.970><c> complex</c><00:00:09.830><c> which</c><00:00:10.830><c> is</c><00:00:11.190><c> subjected</c> the shopping complex which is subjected the shopping complex which is subjected to<00:00:12.269><c> the</c><00:00:13.049><c> GK</c><00:00:13.799><c> of</c><00:00:14.099><c> 20</c><00:00:14.759><c> kilonewton</c><00:00:15.179><c> per</c><00:00:15.630><c> meter</c> to the GK of 20 kilonewton per meter to the GK of 20 kilonewton per meter lead<00:00:17.100><c> in</c><00:00:17.310><c> wearable</c><00:00:17.940><c> actions</c><00:00:18.449><c> of</c><00:00:18.720><c> 10</c> lead in wearable actions of 10 lead in wearable actions of 10 kilonewton<00:00:19.800><c> per</c><00:00:19.830><c> meter</c><00:00:20.150><c> and</c><00:00:21.150><c> with</c> kilonewton per meter and with kilonewton per meter and with accompanying<00:00:22.470><c> variables</c><00:00:23.189><c> of</c><00:00:23.580><c> 2</c><00:00:23.970><c> kilo</c><00:00:24.420><c> Newton</c> accompanying variables of 2 kilo Newton accompanying variables of 2 kilo Newton per<00:00:24.900><c> meter</c><00:00:25.189><c> at</c><00:00:26.189><c> the</c><00:00:26.630><c> serviceability</c><00:00:27.630><c> limit</c> per meter at the serviceability limit per meter at the serviceability limit state<00:00:29.210><c> the</c><00:00:30.210><c> questions</c><00:00:30.779><c> asks</c><00:00:31.410><c> us</c><00:00:31.529><c> to</c><00:00:31.560><c> calculate</c> state the questions asks us to calculate state the questions asks us to calculate the<00:00:33.030><c> design</c><00:00:33.660><c> value</c><00:00:34.290><c> for</c><00:00:35.040><c> the</c><00:00:35.390><c> combinations</c> the design value for the combinations the design value for the combinations frequent<00:00:37.559><c> and</c><00:00:38.070><c> quasi</c><00:00:38.820><c> permanent</c><00:00:39.809><c> conditions</c> frequent and quasi permanent conditions frequent and quasi permanent conditions you<00:00:42.059><c> may</c><00:00:42.239><c> pause</c><00:00:42.600><c> the</c><00:00:42.629><c> video</c><00:00:43.079><c> for</c><00:00:43.320><c> a</c><00:00:43.620><c> while</c><00:00:43.680><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:00:44.879><c> to</c><00:00:45.180><c> work</c><00:00:45.539><c> out</c><00:00:45.750><c> the</c><00:00:46.020><c> solution</c><00:00:47.030><c> to</c><00:00:48.030><c> solve</c> you to work out the solution to solve you to work out the solution to solve these<00:00:48.629><c> questions</c><00:00:49.039><c> first</c><00:00:50.039><c> you</c><00:00:50.340><c> need</c><00:00:50.610><c> to</c> these questions first you need to these questions first you need to determine<00:00:51.300><c> the</c><00:00:52.170><c> factors</c><00:00:52.920><c> for</c><00:00:53.100><c> the</c><00:00:54.199><c> SCI</c><00:00:55.969><c> the</c> determine the factors for the SCI the determine the factors for the SCI the shopping<00:00:57.629><c> complex</c><00:00:57.960><c> is</c><00:00:59.149><c> categorized</c><00:01:00.149><c> under</c> shopping complex is categorized under shopping complex is categorized under category<00:01:01.620><c> D</c><00:01:04.010><c> decide</c><00:01:05.010><c> not</c><00:01:05.339><c> sign</c><00:01:06.330><c> one</c><00:01:06.799><c> inside</c><00:01:07.799><c> to</c> category D decide not sign one inside to category D decide not sign one inside to obtain<00:01:09.510><c> as</c><00:01:10.400><c> 0.7</c><00:01:11.510><c> 0.7</c> obtain as 0.7 0.7 obtain as 0.7 0.7 0.6<00:01:14.280><c> respectively</c><00:01:16.230><c> adopting</c><00:01:17.230><c> these</c><00:01:17.680><c> factors</c> 0.6 respectively adopting these factors 0.6 respectively adopting these factors into<00:01:18.880><c> the</c><00:01:19.830><c> equations</c><00:01:20.830><c> you</c><00:01:21.640><c> obtain</c><00:01:22.240><c> the</c><00:01:22.660><c> design</c> into the equations you obtain the design into the equations you obtain the design value<00:01:24.100><c> for</c><00:01:24.460><c> the</c><00:01:24.610><c> combinations</c><00:01:25.680><c> equals</c><00:01:26.680><c> 231</c> value for the combinations equals 231 value for the combinations equals 231 point<00:01:28.210><c> 4</c><00:01:28.950><c> it</c><00:01:29.950><c> is</c><00:01:30.220><c> basically</c><00:01:30.850><c> multiplying</c><00:01:31.810><c> the</c> point 4 it is basically multiplying the point 4 it is basically multiplying the accompanying<00:01:33.220><c> variable</c><00:01:34.090><c> with</c><00:01:34.510><c> side</c><00:01:35.110><c> note</c><00:01:36.810><c> as</c> accompanying variable with side note as accompanying variable with side note as for<00:01:38.260><c> the</c><00:01:38.440><c> frequent</c><00:01:38.950><c> value</c><00:01:39.150><c> the</c><00:01:40.150><c> leading</c> for the frequent value the leading for the frequent value the leading bearable<00:01:41.320><c> is</c><00:01:41.710><c> to</c><00:01:42.040><c> be</c><00:01:42.220><c> multiplied</c><00:01:43.030><c> with</c><00:01:43.680><c> side</c><00:01:44.680><c> 1</c> bearable is to be multiplied with side 1 bearable is to be multiplied with side 1 and<00:01:45.540><c> the</c><00:01:46.540><c> rest</c><00:01:46.840><c> of</c><00:01:47.140><c> the</c><00:01:47.320><c> variable</c><00:01:47.920><c> is</c> and the rest of the variable is and the rest of the variable is considered<00:01:49.150><c> as</c><00:01:49.360><c> a</c><00:01:49.930><c> quasi</c><00:01:50.230><c> permanent</c><00:01:51.100><c> actions</c> considered as a quasi permanent actions considered as a quasi permanent actions with<00:01:53.650><c> that</c><00:01:53.950><c> you</c><00:01:54.400><c> obtain</c><00:01:54.970><c> 28</c><00:01:55.720><c> point</c><00:01:56.080><c> two</c><00:01:56.320><c> kilo</c> with that you obtain 28 point two kilo with that you obtain 28 point two kilo Newton<00:01:57.250><c> per</c><00:01:57.280><c> meter</c> Newton per meter Newton per meter as<00:01:59.680><c> for</c><00:02:00.160><c> the</c><00:02:00.310><c> quasi</c><00:02:00.880><c> permanent</c><00:02:01.600><c> actions</c><00:02:04.020><c> the</c> as for the quasi permanent actions the as for the quasi permanent actions the factor<00:02:05.560><c> of</c><00:02:06.090><c> 0.6</c><00:02:07.090><c> is</c><00:02:07.450><c> to</c><00:02:07.750><c> be</c><00:02:07.930><c> applied</c><00:02:08.590><c> on</c><00:02:08.950><c> o</c> factor of 0.6 is to be applied on o factor of 0.6 is to be applied on o morado<00:02:12.040><c> actions</c><00:02:13.110><c> this</c><00:02:14.110><c> give</c><00:02:14.560><c> you</c><00:02:14.800><c> twenty</c> morado actions this give you twenty morado actions this give you twenty seven<00:02:15.850><c> point</c><00:02:16.120><c> two</c><00:02:16.270><c> kilo</c><00:02:16.750><c> Newton</c><00:02:17.350><c> per</c><00:02:17.380><c> meter</c><00:02:19.350><c> as</c> seven point two kilo Newton per meter as seven point two kilo Newton per meter as the<00:02:20.950><c> questions</c><00:02:21.520><c> asked</c><00:02:22.060><c> us</c><00:02:22.180><c> to</c><00:02:22.209><c> design</c><00:02:22.690><c> for</c><00:02:23.410><c> the</c> the questions asked us to design for the the questions asked us to design for the service<00:02:24.400><c> limit</c><00:02:24.790><c> state</c><00:02:25.140><c> the</c><00:02:26.140><c> factor</c><00:02:26.800><c> of</c><00:02:27.010><c> safety</c> service limit state the factor of safety service limit state the factor of safety for<00:02:27.610><c> the</c><00:02:28.090><c> actions</c><00:02:28.860><c> equals</c><00:02:29.860><c> to</c><00:02:30.360><c> 1.0</c>
30	ppH9KN_7Lgg	3.2 Variable action	https://www.youtube.com/watch?v=ppH9KN_7Lgg	3.2_Variable_action.en.vtt	variable<00:00:00.880><c> actions</c><00:00:02.080><c> variable</c><00:00:02.800><c> actions</c> variable actions variable actions variable actions variable actions are<00:00:03.840><c> normally</c><00:00:04.640><c> difficult</c><00:00:05.359><c> to</c><00:00:05.520><c> predict</c> are normally difficult to predict are normally difficult to predict due<00:00:06.960><c> to</c><00:00:08.040><c> expansions</c><00:00:09.200><c> of</c> due to expansions of due to expansions of being<00:00:10.559><c> not</c><00:00:10.880><c> consistent</c><00:00:11.840><c> throughout</c><00:00:12.400><c> the</c> being not consistent throughout the being not consistent throughout the service<00:00:13.280><c> life</c> service life service life it<00:00:14.400><c> can</c><00:00:14.639><c> be</c><00:00:14.880><c> there</c><00:00:15.519><c> it</c><00:00:15.679><c> can</c><00:00:15.839><c> be</c><00:00:16.320><c> not</c><00:00:16.640><c> there</c> it can be there it can be not there it can be there it can be not there due<00:00:19.119><c> to</c><00:00:19.439><c> the</c><00:00:19.600><c> flow</c><00:00:20.000><c> ability</c><00:00:21.039><c> of</c><00:00:21.359><c> the</c> due to the flow ability of the due to the flow ability of the occupants<00:00:24.000><c> or</c><00:00:24.400><c> some</c><00:00:24.800><c> other</c><00:00:25.279><c> aspects</c><00:00:26.000><c> of</c><00:00:26.160><c> the</c> occupants or some other aspects of the occupants or some other aspects of the loot loot loot the<00:00:28.160><c> valve</c><00:00:28.880><c> actions</c><00:00:29.599><c> can</c><00:00:30.000><c> fluctuate</c> the valve actions can fluctuate the valve actions can fluctuate throughout<00:00:31.359><c> the</c><00:00:31.679><c> service</c><00:00:32.160><c> life</c> throughout the service life throughout the service life of<00:00:32.640><c> the</c><00:00:32.960><c> structures</c><00:00:35.200><c> for</c><00:00:35.520><c> that</c> of the structures for that of the structures for that the<00:00:36.640><c> factor</c><00:00:37.120><c> of</c><00:00:37.280><c> safety</c><00:00:38.000><c> adopted</c><00:00:38.719><c> for</c><00:00:38.960><c> the</c> the factor of safety adopted for the the factor of safety adopted for the variable variable variable actions<00:00:40.399><c> are</c><00:00:40.719><c> normally</c><00:00:41.360><c> relatively</c><00:00:42.239><c> large</c> actions are normally relatively large actions are normally relatively large in<00:00:43.040><c> comparison</c><00:00:44.079><c> to</c><00:00:44.480><c> the</c><00:00:44.800><c> permanent</c><00:00:45.520><c> actions</c> in comparison to the permanent actions in comparison to the permanent actions however<00:00:48.559><c> for</c><00:00:48.960><c> analyzing</c><00:00:49.920><c> a</c><00:00:50.160><c> large</c> however for analyzing a large however for analyzing a large structures<00:00:52.000><c> especially</c><00:00:52.879><c> a</c><00:00:53.120><c> multi-storey</c> structures especially a multi-storey structures especially a multi-storey building building building using<00:00:56.320><c> a</c><00:00:56.840><c> large</c><00:00:57.920><c> factor</c><00:00:58.480><c> of</c><00:00:58.640><c> safety</c><00:00:59.199><c> for</c><00:00:59.359><c> the</c> using a large factor of safety for the using a large factor of safety for the variable<00:01:00.160><c> actions</c> variable actions variable actions can<00:01:01.280><c> lead</c><00:01:01.600><c> to</c><00:01:02.160><c> extremely</c><00:01:03.120><c> conservative</c> can lead to extremely conservative can lead to extremely conservative design design design of<00:01:04.799><c> the</c><00:01:05.040><c> structure</c><00:01:06.799><c> it</c><00:01:07.040><c> is</c><00:01:07.280><c> noted</c><00:01:07.760><c> that</c> of the structure it is noted that of the structure it is noted that for<00:01:08.720><c> this</c><00:01:09.040><c> kind</c><00:01:09.439><c> of</c><00:01:09.680><c> large</c><00:01:10.080><c> building</c><00:01:11.040><c> it</c><00:01:11.280><c> is</c> for this kind of large building it is for this kind of large building it is unlikely unlikely unlikely that<00:01:13.119><c> the</c><00:01:13.360><c> building</c><00:01:14.000><c> is</c><00:01:14.400><c> carrying</c><00:01:15.040><c> the</c><00:01:15.280><c> full</c> that the building is carrying the full that the building is carrying the full variable<00:01:16.880><c> action</c><00:01:17.560><c> simultaneously</c><00:01:19.040><c> at</c> variable action simultaneously at variable action simultaneously at all<00:01:19.680><c> of</c><00:01:19.920><c> its</c><00:01:20.240><c> flow</c> all of its flow all of its flow therefore<00:01:23.520><c> a</c><00:01:23.680><c> reductions</c><00:01:24.640><c> can</c><00:01:24.960><c> be</c><00:01:25.280><c> applied</c><00:01:25.920><c> to</c> therefore a reductions can be applied to therefore a reductions can be applied to the<00:01:26.560><c> variable</c><00:01:27.280><c> actions</c> the variable actions the variable actions so<00:01:28.720><c> that</c> a<00:01:32.000><c> more</c><00:01:32.320><c> economical</c><00:01:33.360><c> design</c><00:01:34.240><c> is</c><00:01:34.720><c> applied</c><00:01:35.200><c> to</c> a more economical design is applied to a more economical design is applied to the<00:01:35.600><c> structure</c> the structure the structure to<00:01:37.759><c> ensure</c><00:01:38.320><c> the</c><00:01:38.720><c> structures</c><00:01:39.360><c> to</c><00:01:39.600><c> be</c><00:01:39.920><c> safe</c> to ensure the structures to be safe to ensure the structures to be safe there<00:01:41.840><c> are</c><00:01:42.240><c> several</c><00:01:42.880><c> conditions</c><00:01:44.399><c> for</c><00:01:44.720><c> the</c> there are several conditions for the there are several conditions for the reductions<00:01:45.759><c> of</c><00:01:45.920><c> the</c><00:01:46.159><c> variable</c><00:01:46.799><c> actions</c> reductions of the variable actions reductions of the variable actions the<00:01:48.720><c> conditions</c><00:01:49.600><c> can</c><00:01:50.000><c> basically</c><00:01:50.640><c> divided</c> the conditions can basically divided the conditions can basically divided into into into two<00:01:52.159><c> types</c><00:01:52.479><c> of</c><00:01:52.640><c> structural</c><00:01:53.200><c> element</c><00:01:54.159><c> which</c><00:01:54.479><c> is</c> two types of structural element which is two types of structural element which is the<00:01:55.600><c> beam</c><00:01:56.560><c> and</c><00:01:56.960><c> the</c><00:01:57.280><c> columns</c><00:01:58.000><c> wall</c><00:01:58.399><c> and</c> the beam and the columns wall and the beam and the columns wall and foundations foundations foundations the<00:02:01.360><c> reductions</c><00:02:02.159><c> may</c><00:02:02.320><c> be</c><00:02:02.640><c> applied</c><00:02:03.119><c> to</c><00:02:03.280><c> the</c> the reductions may be applied to the the reductions may be applied to the beam beam beam for<00:02:05.600><c> it</c><00:02:06.000><c> to</c><00:02:06.399><c> support</c><00:02:06.960><c> a</c><00:02:07.200><c> large</c><00:02:07.759><c> area</c><00:02:08.319><c> of</c><00:02:08.479><c> the</c> for it to support a large area of the for it to support a large area of the flow<00:02:09.039><c> area</c> flow area flow area the<00:02:10.640><c> relevant</c><00:02:11.280><c> clause</c><00:02:11.840><c> in</c><00:02:12.080><c> ec1</c><00:02:13.120><c> is</c><00:02:13.520><c> given</c><00:02:14.080><c> here</c> the relevant clause in ec1 is given here the relevant clause in ec1 is given here and<00:02:15.760><c> it</c><00:02:16.000><c> is</c><00:02:16.400><c> only</c><00:02:16.959><c> applicable</c><00:02:17.920><c> for</c><00:02:18.319><c> class</c> and it is only applicable for class and it is only applicable for class c<00:02:19.360><c> and</c><00:02:19.520><c> d</c><00:02:19.840><c> only</c><00:02:21.599><c> the</c><00:02:21.840><c> class</c> c and d only the class c and d only the class c<00:02:22.800><c> and</c><00:02:23.040><c> d</c><00:02:23.440><c> is</c><00:02:23.840><c> referring</c><00:02:24.640><c> to</c><00:02:25.040><c> the</c> c and d is referring to the c and d is referring to the congregations<00:02:27.680><c> area</c><00:02:28.319><c> and</c><00:02:28.560><c> the</c> congregations area and the congregations area and the shopping<00:02:29.520><c> areas</c><00:02:31.040><c> the</c><00:02:31.360><c> reduction</c><00:02:32.160><c> factor</c><00:02:32.640><c> for</c> shopping areas the reduction factor for shopping areas the reduction factor for the<00:02:33.120><c> beam</c> the beam the beam is<00:02:34.000><c> calculated</c><00:02:35.200><c> as</c><00:02:36.000><c> the</c><00:02:36.319><c> equation</c> is calculated as the equation is calculated as the equation indicated<00:02:38.000><c> here</c><00:02:39.680><c> it</c><00:02:39.920><c> is</c><00:02:40.239><c> basically</c> indicated here it is basically indicated here it is basically in<00:02:41.120><c> the</c><00:02:41.360><c> functions</c><00:02:42.160><c> of</c><00:02:42.400><c> the</c><00:02:43.360><c> a</c><00:02:43.599><c> naught</c><00:02:44.000><c> which</c> in the functions of the a naught which in the functions of the a naught which is<00:02:44.560><c> 10</c><00:02:44.879><c> meters</c><00:02:45.360><c> squared</c> is 10 meters squared is 10 meters squared divided<00:02:46.480><c> by</c><00:02:46.879><c> the</c><00:02:47.360><c> loaded</c><00:02:47.920><c> area</c> divided by the loaded area divided by the loaded area and<00:02:50.000><c> the</c><00:02:50.879><c> factors</c><00:02:51.680><c> for</c><00:02:52.080><c> the</c> and the factors for the and the factors for the combinations<00:02:54.560><c> sine</c><00:02:54.959><c> naught</c> combinations sine naught combinations sine naught the<00:02:57.200><c> sine</c><00:02:57.599><c> note</c><00:02:58.000><c> may</c><00:02:58.239><c> be</c><00:02:58.640><c> referred</c><00:02:59.280><c> from</c> the sine note may be referred from the sine note may be referred from the<00:03:00.239><c> list</c><00:03:00.560><c> here</c><00:03:02.400><c> for</c><00:03:02.640><c> this</c> the list here for this the list here for this conditions<00:03:03.840><c> of</c><00:03:04.080><c> beam</c><00:03:04.800><c> only</c><00:03:05.360><c> class</c><00:03:05.680><c> c</c> conditions of beam only class c conditions of beam only class c and<00:03:06.319><c> d</c><00:03:06.640><c> is</c><00:03:06.800><c> applied</c><00:03:07.840><c> therefore</c><00:03:08.720><c> the</c><00:03:08.959><c> side</c><00:03:09.360><c> note</c> and d is applied therefore the side note and d is applied therefore the side note is<00:03:11.080><c> 0.7</c> is 0.7 is 0.7 as<00:03:13.920><c> for</c><00:03:14.159><c> the</c><00:03:14.480><c> columns</c><00:03:15.440><c> walls</c><00:03:16.000><c> and</c><00:03:16.159><c> foundations</c> as for the columns walls and foundations as for the columns walls and foundations which<00:03:17.760><c> sustain</c><00:03:18.400><c> the</c><00:03:18.640><c> loop</c><00:03:18.879><c> vertically</c><00:03:20.080><c> in</c><00:03:20.239><c> the</c> which sustain the loop vertically in the which sustain the loop vertically in the asia<00:03:21.200><c> mode</c><00:03:23.360><c> the</c> asia mode the asia mode the reductions<00:03:24.560><c> of</c><00:03:24.640><c> the</c><00:03:24.879><c> variable</c><00:03:25.440><c> actions</c><00:03:26.080><c> can</c> reductions of the variable actions can reductions of the variable actions can only<00:03:26.799><c> be</c><00:03:27.120><c> applied</c><00:03:27.760><c> for</c><00:03:28.000><c> the</c><00:03:28.239><c> structure</c> only be applied for the structure only be applied for the structure which<00:03:29.440><c> is</c><00:03:29.840><c> greater</c><00:03:30.480><c> than</c><00:03:30.879><c> 2</c><00:03:31.200><c> story</c><00:03:31.760><c> height</c> it<00:03:35.200><c> is</c><00:03:35.519><c> not</c><00:03:35.760><c> inclusive</c><00:03:36.640><c> of</c><00:03:36.799><c> the</c><00:03:37.120><c> double</c><00:03:37.599><c> story</c> it is not inclusive of the double story it is not inclusive of the double story structure structure structure the<00:03:40.640><c> relevant</c><00:03:41.280><c> clause</c><00:03:41.840><c> in</c><00:03:42.000><c> ec1</c><00:03:42.959><c> is</c><00:03:43.280><c> given</c><00:03:43.760><c> here</c> the relevant clause in ec1 is given here the relevant clause in ec1 is given here and<00:03:45.760><c> it</c><00:03:46.000><c> can</c><00:03:46.239><c> be</c><00:03:46.480><c> used</c><00:03:46.879><c> for</c><00:03:47.040><c> the</c><00:03:47.280><c> category</c><00:03:48.080><c> a</c> and it can be used for the category a and it can be used for the category a to<00:03:48.720><c> d</c><00:03:51.200><c> which</c> to d which to d which are<00:03:52.080><c> the</c><00:03:52.400><c> residential</c><00:03:53.360><c> area</c><00:03:54.159><c> office</c><00:03:54.720><c> area</c> are the residential area office area are the residential area office area congregations<00:03:56.560><c> area</c><00:03:57.280><c> and</c><00:03:57.519><c> the</c><00:03:57.760><c> shopping</c><00:03:58.840><c> area</c> congregations area and the shopping area congregations area and the shopping area the<00:04:00.480><c> reduction</c><00:04:01.360><c> factors</c><00:04:02.560><c> is</c><00:04:02.959><c> calculated</c> the reduction factors is calculated the reduction factors is calculated as<00:04:04.480><c> the</c><00:04:04.720><c> equations</c><00:04:05.519><c> given</c><00:04:05.920><c> here</c> the<00:04:08.959><c> end</c><00:04:09.280><c> here</c><00:04:10.000><c> refers</c><00:04:10.640><c> to</c><00:04:10.799><c> the</c><00:04:11.040><c> number</c><00:04:11.519><c> of</c> the end here refers to the number of the end here refers to the number of story story story above<00:04:13.200><c> the</c><00:04:13.920><c> loaded</c><00:04:14.480><c> structural</c><00:04:15.120><c> element</c> the<00:04:18.959><c> side</c><00:04:19.359><c> node</c><00:04:19.680><c> here</c><00:04:20.239><c> refers</c><00:04:20.799><c> to</c><00:04:21.040><c> the</c><00:04:21.280><c> table</c> the side node here refers to the table the side node here refers to the table a1.1<00:04:26.840><c> en1990</c> a1.1 en1990 a1.1 en1990 based<00:04:28.400><c> on</c><00:04:28.560><c> the</c><00:04:28.800><c> equation</c><00:04:29.680><c> here</c><00:04:30.400><c> the</c><00:04:30.720><c> n</c><00:04:31.040><c> is</c> based on the equation here the n is based on the equation here the n is referring<00:04:31.919><c> to</c> referring to referring to the<00:04:32.560><c> number</c><00:04:33.040><c> or</c><00:04:33.199><c> story</c><00:04:33.759><c> above</c><00:04:34.240><c> the</c><00:04:34.720><c> loads</c> the number or story above the loads the number or story above the loads with<00:04:37.040><c> that</c><00:04:38.000><c> the</c><00:04:38.560><c> top</c><00:04:39.040><c> two</c><00:04:39.440><c> story</c><00:04:40.000><c> here</c> with that the top two story here with that the top two story here cannot<00:04:41.040><c> be</c><00:04:41.360><c> considered</c><00:04:42.240><c> for</c><00:04:42.560><c> the</c><00:04:42.800><c> reductions</c> cannot be considered for the reductions cannot be considered for the reductions in<00:04:43.919><c> terms</c><00:04:44.320><c> of</c><00:04:44.479><c> the</c><00:04:44.720><c> variable</c><00:04:45.360><c> action</c> in terms of the variable action in terms of the variable action reductions<00:04:47.840><c> can</c><00:04:48.080><c> only</c><00:04:48.479><c> be</c><00:04:48.720><c> applied</c><00:04:49.440><c> when</c><00:04:49.759><c> the</c> reductions can only be applied when the reductions can only be applied when the n n n is<00:04:50.720><c> greater</c><00:04:51.280><c> than</c><00:04:51.520><c> 2.</c>
31	RFUyyGL0q2A	3.3 Load Combination	https://www.youtube.com/watch?v=RFUyyGL0q2A	3.3_Load_Combination.en.vtt	combinations<00:00:01.520><c> and</c><00:00:01.839><c> patterns</c> combinations and patterns combinations and patterns a<00:00:03.360><c> typical</c><00:00:03.919><c> structure</c><00:00:04.720><c> is</c><00:00:05.040><c> subjected</c><00:00:05.759><c> to</c> a typical structure is subjected to a typical structure is subjected to three<00:00:07.200><c> main</c><00:00:07.600><c> types</c><00:00:08.000><c> of</c><00:00:08.320><c> actions</c><00:00:09.760><c> these</c> three main types of actions these three main types of actions these involve<00:00:10.719><c> the</c><00:00:11.120><c> permanent</c><00:00:11.759><c> actions</c><00:00:12.719><c> variable</c> involve the permanent actions variable involve the permanent actions variable actions actions actions and<00:00:14.719><c> the</c><00:00:14.960><c> wing</c><00:00:15.360><c> actions</c><00:00:16.800><c> these</c><00:00:17.199><c> actions</c> and the wing actions these actions and the wing actions these actions are<00:00:18.080><c> to</c><00:00:18.240><c> be</c><00:00:18.560><c> considered</c><00:00:19.439><c> under</c><00:00:19.840><c> different</c> are to be considered under different are to be considered under different combinations combinations combinations in<00:00:22.480><c> order</c><00:00:22.960><c> to</c><00:00:24.320><c> simulate</c><00:00:25.199><c> all</c><00:00:25.519><c> kinds</c><00:00:26.240><c> of</c> in order to simulate all kinds of in order to simulate all kinds of possibility<00:00:27.840><c> that</c><00:00:28.240><c> the</c><00:00:28.400><c> structures</c><00:00:29.279><c> can</c><00:00:29.599><c> be</c> possibility that the structures can be possibility that the structures can be loaded<00:00:32.480><c> this</c><00:00:32.880><c> is</c><00:00:33.120><c> particularly</c> loaded this is particularly loaded this is particularly important<00:00:35.200><c> in</c><00:00:35.440><c> the</c><00:00:35.600><c> analysis</c><00:00:36.480><c> of</c><00:00:36.559><c> the</c> important in the analysis of the important in the analysis of the structures structures structures in<00:00:38.000><c> order</c><00:00:38.559><c> to</c><00:00:39.040><c> identify</c><00:00:40.000><c> the</c><00:00:40.559><c> worst</c><00:00:40.960><c> case</c> in order to identify the worst case in order to identify the worst case scenario scenario scenario acting<00:00:42.640><c> on</c><00:00:42.960><c> the</c><00:00:43.280><c> structures</c> acting on the structures acting on the structures basically<00:00:46.399><c> there</c><00:00:46.719><c> are</c><00:00:46.960><c> two</c><00:00:47.360><c> types</c><00:00:47.680><c> of</c> basically there are two types of basically there are two types of stability<00:00:48.800><c> analysis</c> stability analysis stability analysis which<00:00:50.719><c> involve</c><00:00:51.280><c> the</c><00:00:51.680><c> vertical</c><00:00:52.320><c> load</c><00:00:53.039><c> and</c><00:00:53.440><c> the</c> which involve the vertical load and the which involve the vertical load and the overturning<00:00:54.559><c> load</c> overturning load overturning load within<00:00:56.559><c> the</c><00:00:56.800><c> vertical</c><00:00:57.360><c> load</c><00:00:58.320><c> the</c><00:00:58.719><c> member</c><00:00:59.280><c> can</c> within the vertical load the member can within the vertical load the member can be<00:00:59.760><c> in</c><00:00:59.920><c> the</c><00:01:00.079><c> form</c><00:01:00.480><c> or</c> be in the form or be in the form or simply<00:01:01.280><c> supported</c><00:01:01.920><c> beam</c><00:01:02.800><c> or</c><00:01:03.440><c> a</c><00:01:03.600><c> continuous</c> simply supported beam or a continuous simply supported beam or a continuous beam beam beam or<00:01:05.920><c> for</c><00:01:06.080><c> the</c><00:01:06.320><c> entire</c><00:01:06.960><c> frame</c> or for the entire frame or for the entire frame these<00:01:09.600><c> chapters</c><00:01:10.880><c> we</c><00:01:11.119><c> will</c><00:01:11.439><c> cover</c><00:01:11.920><c> the</c> these chapters we will cover the these chapters we will cover the analysis<00:01:13.119><c> of</c> analysis of analysis of all<00:01:13.920><c> this</c><00:01:14.320><c> kind</c><00:01:14.880><c> of</c><00:01:15.280><c> analysis</c> as<00:01:19.040><c> for</c><00:01:19.280><c> the</c><00:01:19.439><c> vertical</c><00:01:20.080><c> load</c><00:01:20.560><c> for</c><00:01:20.799><c> a</c><00:01:20.960><c> simply</c> as for the vertical load for a simply as for the vertical load for a simply supported<00:01:22.159><c> beam</c> supported beam supported beam the<00:01:23.600><c> calculations</c><00:01:24.799><c> is</c><00:01:25.119><c> rather</c> the calculations is rather the calculations is rather straightforward straightforward straightforward we<00:01:27.600><c> will</c><00:01:27.840><c> apply</c><00:01:28.400><c> a</c><00:01:28.640><c> maximum</c><00:01:29.360><c> load</c><00:01:29.680><c> of</c><00:01:30.119><c> 1.35</c> we will apply a maximum load of 1.35 we will apply a maximum load of 1.35 and<00:01:31.439><c> 1.5</c><00:01:32.479><c> gk</c><00:01:33.040><c> and</c><00:01:33.280><c> qk</c> and 1.5 gk and qk and 1.5 gk and qk throughout<00:01:34.799><c> the</c><00:01:34.960><c> span</c><00:01:35.360><c> of</c><00:01:35.520><c> the</c><00:01:35.680><c> member</c> throughout the span of the member throughout the span of the member in<00:01:37.759><c> the</c><00:01:38.000><c> ultimate</c><00:01:38.479><c> limit</c><00:01:38.880><c> state</c><00:01:40.560><c> and</c> in the ultimate limit state and in the ultimate limit state and find<00:01:41.920><c> the</c><00:01:42.240><c> reactions</c><00:01:43.119><c> of</c><00:01:43.280><c> the</c><00:01:43.439><c> member</c> find the reactions of the member find the reactions of the member and<00:01:45.280><c> then</c><00:01:46.799><c> draw</c><00:01:47.200><c> the</c><00:01:47.600><c> shear</c><00:01:47.920><c> force</c><00:01:48.240><c> and</c> and then draw the shear force and and then draw the shear force and bending<00:01:48.880><c> moment</c><00:01:49.280><c> diagram</c> bending moment diagram bending moment diagram in<00:01:51.920><c> analysis</c><00:01:53.360><c> for</c><00:01:53.680><c> the</c><00:01:54.040><c> serviceability</c><00:01:55.040><c> limit</c> in analysis for the serviceability limit in analysis for the serviceability limit state state state the<00:01:57.439><c> factor</c><00:01:57.920><c> of</c><00:01:58.159><c> safety</c><00:01:58.880><c> is</c><00:01:59.520><c> used</c><00:01:59.920><c> as</c> the factor of safety is used as the factor of safety is used as 1.0<00:02:01.759><c> for</c><00:02:02.159><c> the</c><00:02:02.399><c> gk</c><00:02:03.040><c> and</c> 1.0 for the gk and 1.0 for the gk and qk<00:02:05.680><c> these</c><00:02:06.079><c> analysis</c> qk these analysis qk these analysis normally<00:02:08.080><c> will</c><00:02:08.399><c> result</c><00:02:09.119><c> a</c><00:02:09.599><c> high</c><00:02:10.080><c> moment</c><00:02:10.640><c> at</c> normally will result a high moment at normally will result a high moment at the<00:02:10.959><c> midspan</c> the midspan the midspan of<00:02:11.920><c> the</c><00:02:12.720><c> beam</c><00:02:13.599><c> and</c><00:02:14.000><c> high</c><00:02:14.480><c> shear</c><00:02:14.879><c> force</c> of the beam and high shear force of the beam and high shear force at<00:02:15.920><c> the</c><00:02:16.800><c> end</c><00:02:17.200><c> of</c><00:02:17.440><c> the</c><00:02:18.080><c> beam</c> at the end of the beam at the end of the beam the<00:02:19.840><c> structural</c><00:02:20.640><c> element</c><00:02:21.440><c> is</c><00:02:21.840><c> designed</c> the structural element is designed the structural element is designed against<00:02:23.200><c> the</c> against the against the maximum<00:02:24.239><c> moment</c><00:02:24.879><c> and</c><00:02:25.120><c> maximum</c><00:02:25.840><c> shear</c><00:02:26.160><c> load</c> maximum moment and maximum shear load maximum moment and maximum shear load for<00:02:27.120><c> the</c><00:02:27.360><c> entire</c><00:02:27.920><c> beam</c><00:02:29.440><c> as</c><00:02:29.840><c> for</c><00:02:30.080><c> the</c> for the entire beam as for the for the entire beam as for the continuous<00:02:31.200><c> beam</c> continuous beam continuous beam which<00:02:32.160><c> is</c><00:02:32.400><c> subjected</c><00:02:33.040><c> to</c><00:02:33.519><c> the</c><00:02:33.760><c> vertical</c><00:02:34.840><c> load</c> which is subjected to the vertical load which is subjected to the vertical load various<00:02:36.680><c> combinations</c><00:02:37.760><c> of</c><00:02:37.920><c> the</c><00:02:38.160><c> loads</c><00:02:38.720><c> needs</c> various combinations of the loads needs various combinations of the loads needs to<00:02:39.200><c> be</c> to be to be considered<00:02:41.519><c> you</c><00:02:41.680><c> will</c><00:02:41.920><c> need</c><00:02:42.160><c> to</c> considered you will need to considered you will need to run<00:02:42.800><c> the</c><00:02:42.959><c> analysis</c><00:02:44.000><c> for</c><00:02:44.400><c> several</c><00:02:45.120><c> times</c> run the analysis for several times run the analysis for several times in<00:02:46.319><c> order</c><00:02:46.879><c> to</c><00:02:47.360><c> identify</c><00:02:48.239><c> the</c><00:02:48.640><c> most</c> in order to identify the most in order to identify the most serious<00:02:50.000><c> conditions</c><00:02:50.959><c> acting</c><00:02:51.519><c> on</c><00:02:51.840><c> the</c> serious conditions acting on the serious conditions acting on the structures structures structures the<00:02:54.239><c> combinations</c><00:02:55.200><c> of</c><00:02:55.280><c> the</c><00:02:55.519><c> loops</c><00:02:56.239><c> basically</c> the combinations of the loops basically the combinations of the loops basically involve<00:02:57.840><c> the</c><00:02:58.319><c> maximum</c><00:02:59.200><c> and</c><00:02:59.519><c> minimum</c><00:03:00.159><c> load</c> involve the maximum and minimum load involve the maximum and minimum load it<00:03:02.159><c> can</c><00:03:02.400><c> be</c><00:03:02.720><c> applied</c><00:03:03.280><c> as</c><00:03:03.519><c> a</c><00:03:03.680><c> maximum</c> it can be applied as a maximum it can be applied as a maximum throughout throughout throughout or<00:03:06.480><c> apply</c><00:03:07.120><c> as</c><00:03:07.840><c> alternate</c><00:03:08.400><c> maximum</c><00:03:09.040><c> and</c> or apply as alternate maximum and or apply as alternate maximum and minimum minimum minimum which<00:03:10.400><c> is</c><00:03:10.560><c> starting</c><00:03:11.120><c> with</c><00:03:11.360><c> the</c><00:03:11.519><c> maximum</c> which is starting with the maximum which is starting with the maximum or<00:03:13.840><c> analyze</c><00:03:14.640><c> as</c><00:03:15.360><c> alternative</c> or analyze as alternative or analyze as alternative between<00:03:16.879><c> maximum</c><00:03:17.599><c> and</c><00:03:17.760><c> minimum</c><00:03:18.640><c> which</c> between maximum and minimum which between maximum and minimum which started<00:03:19.680><c> with</c><00:03:20.000><c> minimum</c> or<00:03:23.280><c> by</c><00:03:23.599><c> having</c><00:03:24.159><c> two</c><00:03:24.640><c> continuous</c><00:03:25.519><c> bank</c><00:03:25.840><c> with</c> or by having two continuous bank with or by having two continuous bank with maximum maximum maximum which<00:03:27.680><c> move</c><00:03:28.319><c> along</c><00:03:29.040><c> the</c><00:03:30.840><c> spans</c> which move along the spans which move along the spans determine<00:03:32.879><c> the</c><00:03:33.120><c> reactions</c><00:03:34.640><c> due</c><00:03:35.040><c> to</c><00:03:35.440><c> the</c> determine the reactions due to the determine the reactions due to the different<00:03:36.319><c> combinations</c> different combinations different combinations draw<00:03:38.640><c> the</c><00:03:38.959><c> shear</c><00:03:39.200><c> force</c><00:03:39.519><c> diagram</c><00:03:40.239><c> for</c><00:03:40.480><c> each</c><00:03:40.959><c> of</c> draw the shear force diagram for each of draw the shear force diagram for each of the<00:03:41.360><c> load</c><00:03:41.680><c> arrangement</c> the load arrangement the load arrangement and<00:03:43.120><c> the</c><00:03:43.280><c> bending</c><00:03:43.760><c> moment</c><00:03:44.159><c> diagram</c><00:03:44.720><c> for</c><00:03:45.040><c> each</c> and the bending moment diagram for each and the bending moment diagram for each load load load arrangement<00:03:47.760><c> and</c><00:03:48.000><c> then</c> arrangement and then arrangement and then overlay<00:03:50.080><c> the</c><00:03:50.480><c> shear</c><00:03:50.720><c> force</c><00:03:51.120><c> and</c><00:03:51.280><c> bending</c> overlay the shear force and bending overlay the shear force and bending moment<00:03:52.080><c> diagram</c><00:03:52.560><c> together</c> moment diagram together moment diagram together to<00:03:53.760><c> produce</c><00:03:54.400><c> the</c><00:03:54.879><c> envelope</c><00:03:55.760><c> shear</c><00:03:56.159><c> force</c><00:03:56.560><c> and</c> to produce the envelope shear force and to produce the envelope shear force and bending<00:03:57.280><c> moment</c><00:03:57.680><c> diagram</c> bending moment diagram bending moment diagram for<00:03:58.640><c> the</c><00:03:59.439><c> member</c> for the member for the member while<00:04:02.000><c> designing</c><00:04:02.640><c> for</c><00:04:02.799><c> the</c><00:04:02.959><c> member</c><00:04:03.920><c> normally</c> while designing for the member normally while designing for the member normally we<00:04:05.120><c> look</c><00:04:05.360><c> for</c><00:04:05.680><c> the</c><00:04:06.000><c> most</c><00:04:06.480><c> critical</c><00:04:07.360><c> share</c> we look for the most critical share we look for the most critical share force force force at<00:04:08.239><c> the</c><00:04:08.400><c> moment</c><00:04:09.360><c> within</c><00:04:10.000><c> their</c><00:04:10.560><c> specific</c> at the moment within their specific at the moment within their specific positions positions positions analyzing<00:04:14.400><c> different</c><00:04:15.040><c> kind</c><00:04:15.519><c> of</c><00:04:16.000><c> look</c> analyzing different kind of look analyzing different kind of look conditions conditions conditions is<00:04:18.479><c> necessary</c><00:04:20.639><c> as</c><00:04:20.959><c> the</c> is necessary as the is necessary as the most<00:04:21.759><c> critical</c><00:04:22.960><c> look</c><00:04:23.600><c> can</c><00:04:24.000><c> happen</c> most critical look can happen most critical look can happen along<00:04:25.440><c> the</c><00:04:25.680><c> member</c><00:04:27.040><c> under</c><00:04:27.759><c> different</c> along the member under different along the member under different look<00:04:29.199><c> conditions</c> the<00:04:32.800><c> worst</c><00:04:33.199><c> case</c><00:04:33.520><c> scenario</c><00:04:34.639><c> will</c><00:04:34.960><c> be</c> the worst case scenario will be the worst case scenario will be identified<00:04:36.479><c> by</c> identified by identified by super<00:04:37.680><c> imposing</c><00:04:38.720><c> all</c><00:04:39.120><c> the</c> super imposing all the super imposing all the shear<00:04:40.320><c> force</c><00:04:40.639><c> and</c><00:04:40.880><c> bending</c><00:04:41.280><c> moment</c><00:04:41.759><c> diagram</c> shear force and bending moment diagram shear force and bending moment diagram what<00:04:44.160><c> you</c><00:04:44.400><c> see</c><00:04:44.880><c> here</c><00:04:45.440><c> you</c><00:04:45.680><c> have</c><00:04:46.080><c> two</c> what you see here you have two what you see here you have two loop<00:04:47.360><c> sets</c><00:04:49.040><c> load</c><00:04:49.280><c> set</c><00:04:49.600><c> 1</c> loop sets load set 1 loop sets load set 1 and<00:04:50.240><c> loop</c><00:04:50.479><c> set</c><00:04:50.800><c> 2.</c><00:04:52.560><c> you</c><00:04:52.800><c> may</c><00:04:53.120><c> choose</c><00:04:53.520><c> to</c><00:04:53.759><c> use</c> and loop set 2. you may choose to use and loop set 2. you may choose to use either<00:04:54.880><c> set</c><00:04:55.600><c> of</c><00:04:55.759><c> the</c><00:04:56.080><c> load</c><00:04:56.800><c> arrangement</c> either set of the load arrangement either set of the load arrangement for<00:04:58.160><c> you</c><00:04:58.400><c> to</c><00:04:58.720><c> analyze</c><00:04:59.440><c> the</c><00:04:59.759><c> member</c> for you to analyze the member for you to analyze the member if<00:05:01.520><c> you</c><00:05:01.919><c> choose</c><00:05:02.320><c> to</c><00:05:02.560><c> use</c><00:05:03.039><c> load</c><00:05:03.440><c> set</c><00:05:03.840><c> 1</c> if you choose to use load set 1 if you choose to use load set 1 for<00:05:05.280><c> a</c><00:05:05.600><c> 4</c><00:05:05.919><c> span</c><00:05:06.400><c> continuous</c><00:05:07.199><c> beam</c> for a 4 span continuous beam for a 4 span continuous beam you<00:05:08.160><c> would</c><00:05:08.320><c> require</c><00:05:09.600><c> to</c><00:05:10.160><c> analyze</c><00:05:10.960><c> at</c><00:05:11.199><c> least</c> you would require to analyze at least you would require to analyze at least five<00:05:12.240><c> loop</c><00:05:12.560><c> arrangement</c> five loop arrangement five loop arrangement the<00:05:14.960><c> first</c><00:05:15.360><c> two</c><00:05:15.759><c> is</c><00:05:15.919><c> the</c><00:05:16.160><c> alternate</c><00:05:16.720><c> between</c> the first two is the alternate between the first two is the alternate between maximum maximum maximum and<00:05:18.000><c> minimum</c><00:05:19.520><c> and</c><00:05:19.759><c> then</c><00:05:20.080><c> the</c><00:05:20.479><c> later</c><00:05:20.960><c> three</c> and minimum and then the later three and minimum and then the later three is<00:05:21.840><c> the</c><00:05:22.160><c> two</c><00:05:22.840><c> continuous</c><00:05:23.759><c> maximum</c> is the two continuous maximum is the two continuous maximum load<00:05:25.280><c> span</c><00:05:25.919><c> which</c><00:05:26.479><c> move</c><00:05:27.039><c> along</c><00:05:27.680><c> the</c> load span which move along the load span which move along the members<00:05:31.520><c> if</c><00:05:31.680><c> you</c><00:05:32.000><c> have</c><00:05:32.320><c> more</c><00:05:32.639><c> span</c> members if you have more span members if you have more span along<00:05:33.759><c> the</c><00:05:34.000><c> members</c><00:05:35.280><c> you</c><00:05:35.520><c> will</c><00:05:35.840><c> have</c> along the members you will have along the members you will have more<00:05:37.120><c> loot</c><00:05:37.440><c> conditions</c><00:05:38.080><c> to</c><00:05:38.320><c> be</c><00:05:38.560><c> analyzed</c> more loot conditions to be analyzed more loot conditions to be analyzed alternatively<00:05:42.240><c> you</c><00:05:42.400><c> may</c><00:05:42.720><c> choose</c><00:05:43.120><c> to</c><00:05:43.360><c> use</c><00:05:43.840><c> load</c> alternatively you may choose to use load alternatively you may choose to use load set<00:05:44.479><c> 2.</c> set 2. set 2. the<00:05:46.479><c> load</c><00:05:46.800><c> set</c><00:05:47.199><c> to</c><00:05:48.160><c> analyze</c><00:05:49.039><c> the</c><00:05:49.360><c> maximum</c><00:05:50.080><c> load</c> the load set to analyze the maximum load the load set to analyze the maximum load for<00:05:52.160><c> the</c><00:05:52.400><c> entire</c><00:05:53.039><c> span</c><00:05:54.080><c> and</c><00:05:54.320><c> then</c><00:05:54.639><c> alternate</c> for the entire span and then alternate for the entire span and then alternate the<00:05:55.440><c> maximum</c><00:05:56.080><c> and</c><00:05:56.240><c> minimum</c> the maximum and minimum the maximum and minimum with<00:05:57.520><c> the</c><00:05:57.840><c> starting</c><00:05:58.319><c> of</c><00:05:58.560><c> maximum</c><00:05:59.360><c> and</c><00:05:59.600><c> minimum</c> with the starting of maximum and minimum with the starting of maximum and minimum for<00:06:00.560><c> the</c><00:06:01.120><c> second</c><00:06:01.600><c> and</c><00:06:01.759><c> third</c><00:06:02.880><c> analysis</c> for the second and third analysis for the second and third analysis these<00:06:05.759><c> two</c><00:06:06.319><c> looks</c><00:06:06.800><c> like</c><00:06:07.440><c> provide</c><00:06:08.080><c> you</c> these two looks like provide you these two looks like provide you systematic<00:06:09.360><c> guideline</c><00:06:10.960><c> for</c><00:06:11.199><c> you</c><00:06:11.520><c> to</c> systematic guideline for you to systematic guideline for you to run<00:06:12.240><c> over</c><00:06:12.639><c> the</c><00:06:12.800><c> analysis</c><00:06:13.840><c> for</c><00:06:14.160><c> a</c><00:06:14.319><c> continuous</c> run over the analysis for a continuous run over the analysis for a continuous member member member that<00:06:17.120><c> gives</c><00:06:17.520><c> you</c><00:06:17.919><c> a</c><00:06:18.400><c> higher</c><00:06:18.960><c> possibility</c> that gives you a higher possibility that gives you a higher possibility of<00:06:20.479><c> determining</c><00:06:21.440><c> the</c><00:06:22.319><c> most</c><00:06:22.720><c> critical</c> of determining the most critical of determining the most critical situations<00:06:24.400><c> acting</c> situations acting situations acting on<00:06:25.360><c> the</c><00:06:26.160><c> member</c><00:06:27.360><c> as</c><00:06:27.759><c> for</c><00:06:28.160><c> the</c><00:06:28.319><c> definitions</c><00:06:29.360><c> of</c> on the member as for the definitions of on the member as for the definitions of maximum maximum maximum and<00:06:30.800><c> minimum</c><00:06:31.440><c> load</c><00:06:32.560><c> the</c><00:06:32.800><c> maximum</c><00:06:33.440><c> load</c><00:06:33.759><c> for</c> and minimum load the maximum load for and minimum load the maximum load for the<00:06:34.160><c> ultimate</c><00:06:34.800><c> limit</c><00:06:35.199><c> state</c><00:06:35.840><c> involved</c><00:06:36.840><c> 1.35</c> the ultimate limit state involved 1.35 the ultimate limit state involved 1.35 gk gk gk and<00:06:38.720><c> 1.5</c><00:06:39.680><c> qk</c> and 1.5 qk and 1.5 qk and<00:06:42.160><c> for</c><00:06:42.319><c> the</c><00:06:42.560><c> service</c><00:06:42.960><c> limit</c><00:06:43.280><c> state</c><00:06:43.759><c> it</c> and for the service limit state it and for the service limit state it involves<00:06:44.720><c> 1.0</c><00:06:45.680><c> gk</c> involves 1.0 gk involves 1.0 gk and<00:06:46.840><c> 1.0</c><00:06:48.319><c> qk</c> and 1.0 qk and 1.0 qk as<00:06:50.560><c> for</c><00:06:50.800><c> the</c><00:06:51.039><c> minimum</c><00:06:51.759><c> load</c><00:06:52.000><c> conditions</c> as for the minimum load conditions as for the minimum load conditions the<00:06:54.280><c> contributions</c><00:06:55.520><c> of</c><00:06:55.759><c> the</c><00:06:56.080><c> variable</c> the contributions of the variable the contributions of the variable actions<00:06:57.360><c> has</c><00:06:57.680><c> been</c><00:06:57.919><c> ignored</c> actions has been ignored actions has been ignored this<00:07:00.880><c> is</c><00:07:01.120><c> logical</c><00:07:02.240><c> due</c><00:07:02.560><c> to</c><00:07:02.800><c> the</c><00:07:02.960><c> nature</c><00:07:03.599><c> of</c><00:07:03.840><c> the</c> this is logical due to the nature of the this is logical due to the nature of the variable<00:07:04.639><c> actions</c> variable actions variable actions which<00:07:06.000><c> it</c><00:07:06.160><c> may</c><00:07:06.400><c> be</c><00:07:06.639><c> there</c><00:07:07.199><c> or</c><00:07:07.840><c> may</c><00:07:08.160><c> be</c> which it may be there or may be which it may be there or may be not<00:07:08.960><c> there</c><00:07:10.720><c> as</c><00:07:11.039><c> for</c><00:07:11.280><c> the</c><00:07:11.440><c> permanent</c><00:07:12.080><c> load</c> not there as for the permanent load not there as for the permanent load it<00:07:13.120><c> will</c><00:07:13.360><c> be</c><00:07:13.680><c> always</c><00:07:14.160><c> there</c><00:07:15.759><c> with</c><00:07:16.080><c> that</c> it will be always there with that it will be always there with that the<00:07:16.960><c> maximum</c><00:07:17.599><c> load</c><00:07:17.919><c> conditions</c><00:07:18.880><c> are</c> the maximum load conditions are the maximum load conditions are referring<00:07:20.000><c> to</c> referring to referring to the<00:07:21.039><c> full</c><00:07:22.000><c> arrangement</c><00:07:23.039><c> of</c><00:07:23.360><c> the</c> the full arrangement of the the full arrangement of the variable<00:07:24.639><c> actions</c><00:07:25.759><c> while</c><00:07:26.160><c> the</c><00:07:26.319><c> minimum</c> variable actions while the minimum variable actions while the minimum conditions<00:07:28.240><c> is</c><00:07:28.639><c> assuming</c><00:07:29.440><c> that</c><00:07:29.919><c> there</c><00:07:30.240><c> is</c><00:07:30.560><c> no</c> conditions is assuming that there is no conditions is assuming that there is no variable<00:07:31.520><c> actions</c><00:07:32.639><c> imposing</c><00:07:33.520><c> on</c><00:07:33.759><c> the</c> variable actions imposing on the variable actions imposing on the structure<00:07:36.639><c> in</c><00:07:36.880><c> comparison</c><00:07:37.759><c> to</c> structure in comparison to structure in comparison to simply<00:07:38.720><c> supported</c><00:07:39.520><c> beam</c><00:07:40.720><c> a</c><00:07:40.880><c> continuous</c><00:07:41.840><c> being</c> simply supported beam a continuous being simply supported beam a continuous being will<00:07:42.639><c> involve</c><00:07:43.440><c> a</c><00:07:44.160><c> tedious</c><00:07:45.280><c> loan</c><00:07:45.800><c> calculations</c> will involve a tedious loan calculations will involve a tedious loan calculations which<00:07:47.199><c> is</c> which is which is typically<00:07:49.039><c> conducted</c><00:07:50.160><c> under</c><00:07:50.639><c> different</c><00:07:51.120><c> load</c> typically conducted under different load typically conducted under different load conditions conditions conditions it<00:07:53.360><c> consume</c><00:07:54.160><c> long</c><00:07:54.479><c> time</c><00:07:55.039><c> for</c><00:07:55.520><c> the</c><00:07:55.840><c> manual</c> it consume long time for the manual it consume long time for the manual calculations calculations calculations however<00:07:59.199><c> with</c><00:07:59.440><c> the</c><00:07:59.599><c> help</c><00:08:00.080><c> of</c><00:08:00.560><c> excel</c> however with the help of excel however with the help of excel spreadsheet spreadsheet spreadsheet or<00:08:02.319><c> some</c><00:08:02.879><c> other</c><00:08:03.360><c> computer</c><00:08:04.000><c> simulation</c> or some other computer simulation or some other computer simulation software<00:08:07.280><c> the</c><00:08:07.520><c> result</c><00:08:08.080><c> can</c><00:08:08.319><c> be</c> software the result can be software the result can be obtained<00:08:10.840><c> instantaneously</c> obtained instantaneously obtained instantaneously next<00:08:12.639><c> we</c><00:08:12.960><c> look</c><00:08:13.280><c> into</c><00:08:13.840><c> the</c><00:08:14.240><c> overturning</c><00:08:15.120><c> loop</c> next we look into the overturning loop next we look into the overturning loop acting<00:08:15.840><c> on</c><00:08:16.000><c> the</c><00:08:16.160><c> structure</c> acting on the structure acting on the structure to<00:08:18.160><c> analyze</c><00:08:19.120><c> this</c><00:08:19.599><c> kind</c><00:08:20.080><c> of</c><00:08:20.400><c> loop</c> to analyze this kind of loop to analyze this kind of loop first<00:08:21.840><c> you</c><00:08:22.000><c> need</c><00:08:22.240><c> to</c><00:08:22.639><c> determine</c><00:08:23.440><c> the</c> first you need to determine the first you need to determine the type<00:08:25.520><c> of</c><00:08:25.759><c> actions</c><00:08:26.639><c> whether</c><00:08:27.199><c> it</c><00:08:27.360><c> is</c><00:08:27.680><c> permanent</c> type of actions whether it is permanent type of actions whether it is permanent actions actions actions variable<00:08:29.440><c> actions</c><00:08:30.080><c> or</c><00:08:30.400><c> wing</c><00:08:30.720><c> actions</c> variable actions or wing actions variable actions or wing actions the<00:08:32.719><c> reason</c><00:08:33.200><c> being</c><00:08:33.760><c> is</c><00:08:34.399><c> there</c><00:08:34.719><c> are</c><00:08:35.039><c> different</c> the reason being is there are different the reason being is there are different factors<00:08:36.399><c> of</c><00:08:36.640><c> safety</c><00:08:37.200><c> to</c><00:08:37.360><c> be</c><00:08:37.599><c> applied</c><00:08:38.560><c> due</c><00:08:38.959><c> to</c> factors of safety to be applied due to factors of safety to be applied due to different<00:08:39.760><c> types</c><00:08:40.159><c> of</c><00:08:40.399><c> actions</c><00:08:42.159><c> within</c> different types of actions within different types of actions within each<00:08:43.039><c> type</c><00:08:43.360><c> of</c><00:08:44.320><c> actions</c> each type of actions each type of actions there<00:08:46.160><c> are</c><00:08:46.399><c> favorable</c><00:08:47.360><c> and</c><00:08:47.720><c> unfavorable</c> there are favorable and unfavorable there are favorable and unfavorable actions<00:08:51.519><c> the</c><00:08:51.760><c> favorable</c> actions the favorable actions the favorable actions<00:08:53.200><c> will</c><00:08:53.519><c> reduce</c><00:08:54.080><c> the</c><00:08:54.399><c> loot</c><00:08:55.200><c> that</c><00:08:55.519><c> you</c> actions will reduce the loot that you actions will reduce the loot that you would<00:08:55.920><c> like</c><00:08:56.240><c> to</c><00:08:56.560><c> analyze</c> would like to analyze would like to analyze while<00:08:58.080><c> the</c><00:08:58.320><c> unfavorable</c><00:08:59.279><c> actions</c><00:09:00.000><c> it</c><00:09:00.160><c> will</c> while the unfavorable actions it will while the unfavorable actions it will increase<00:09:01.279><c> the</c><00:09:01.519><c> loot</c><00:09:01.839><c> that</c><00:09:02.080><c> you</c><00:09:02.240><c> are</c><00:09:02.399><c> analyzing</c> increase the loot that you are analyzing increase the loot that you are analyzing the<00:09:04.959><c> same</c><00:09:05.360><c> set</c><00:09:05.680><c> of</c><00:09:05.920><c> actions</c><00:09:06.560><c> may</c><00:09:06.800><c> not</c> the same set of actions may not the same set of actions may not necessarily necessarily necessarily always<00:09:08.800><c> be</c><00:09:09.120><c> favorable</c><00:09:10.240><c> or</c><00:09:10.920><c> unfavorable</c> always be favorable or unfavorable always be favorable or unfavorable is<00:09:14.080><c> status</c><00:09:14.800><c> whether</c><00:09:15.200><c> favorable</c><00:09:16.000><c> or</c> is status whether favorable or is status whether favorable or unfavorable unfavorable unfavorable is<00:09:17.760><c> very</c><00:09:18.080><c> much</c><00:09:18.399><c> dependence</c><00:09:19.360><c> on</c><00:09:20.080><c> the</c><00:09:20.320><c> type</c><00:09:20.720><c> of</c> is very much dependence on the type of is very much dependence on the type of loot<00:09:21.279><c> that</c><00:09:21.680><c> you</c> loot that you loot that you are<00:09:22.880><c> analyzing</c><00:09:24.480><c> for</c><00:09:24.720><c> example</c> are analyzing for example are analyzing for example if<00:09:25.680><c> you</c><00:09:25.839><c> are</c><00:09:26.080><c> measuring</c><00:09:26.880><c> the</c><00:09:27.399><c> rotational</c> if you are measuring the rotational if you are measuring the rotational point<00:09:29.600><c> at</c><00:09:29.920><c> b</c><00:09:30.959><c> for</c><00:09:31.120><c> the</c><00:09:31.360><c> overturning</c><00:09:32.160><c> load</c> point at b for the overturning load point at b for the overturning load these<00:09:34.959><c> are</c><00:09:35.920><c> favorable</c><00:09:36.880><c> and</c><00:09:37.200><c> unfavorable</c> these are favorable and unfavorable these are favorable and unfavorable to<00:09:38.880><c> the</c><00:09:40.240><c> overturning</c><00:09:41.120><c> moment</c><00:09:41.600><c> here</c> to the overturning moment here to the overturning moment here however<00:09:43.920><c> if</c><00:09:44.160><c> you</c><00:09:44.880><c> analyze</c><00:09:45.600><c> the</c><00:09:45.760><c> wind</c><00:09:46.000><c> loop</c><00:09:46.320><c> in</c> however if you analyze the wind loop in however if you analyze the wind loop in these<00:09:46.800><c> directions</c> these directions these directions for<00:09:48.560><c> the</c><00:09:49.200><c> overturning</c><00:09:49.920><c> rotations</c><00:09:50.720><c> at</c><00:09:50.880><c> point</c><00:09:51.360><c> a</c> for the overturning rotations at point a for the overturning rotations at point a the<00:09:52.800><c> conditions</c><00:09:53.600><c> whether</c><00:09:54.000><c> favorable</c><00:09:54.880><c> and</c> the conditions whether favorable and the conditions whether favorable and unfavorable unfavorable unfavorable will<00:09:56.640><c> change</c><00:09:58.560><c> for</c><00:09:58.800><c> that</c><00:09:59.120><c> you</c><00:09:59.360><c> will</c><00:09:59.519><c> need</c><00:09:59.760><c> to</c> will change for that you will need to will change for that you will need to check<00:10:00.800><c> the</c><00:10:01.839><c> conditions</c><00:10:02.880><c> carefully</c> check the conditions carefully check the conditions carefully in<00:10:04.000><c> order</c><00:10:04.480><c> for</c><00:10:04.720><c> you</c><00:10:05.040><c> to</c><00:10:05.360><c> define</c><00:10:06.000><c> whether</c><00:10:06.560><c> it</c><00:10:06.800><c> is</c> in order for you to define whether it is in order for you to define whether it is favorable<00:10:08.160><c> or</c><00:10:08.519><c> unfavorable</c> favorable or unfavorable favorable or unfavorable this<00:10:11.040><c> is</c><00:10:11.360><c> important</c><00:10:12.240><c> because</c><00:10:13.200><c> the</c> this is important because the this is important because the unfavorable unfavorable unfavorable actions<00:10:16.320><c> normally</c><00:10:16.959><c> we</c><00:10:17.279><c> have</c><00:10:17.600><c> a</c><00:10:17.760><c> higher</c><00:10:18.240><c> degree</c> actions normally we have a higher degree actions normally we have a higher degree of<00:10:19.040><c> factor</c><00:10:19.519><c> of</c><00:10:19.680><c> safety</c> of factor of safety of factor of safety while<00:10:20.880><c> the</c><00:10:21.040><c> favorable</c><00:10:21.839><c> conditions</c><00:10:23.200><c> we</c><00:10:23.440><c> will</c> while the favorable conditions we will while the favorable conditions we will have have have lower<00:10:24.560><c> degree</c><00:10:25.200><c> of</c><00:10:25.839><c> factors</c><00:10:26.399><c> of</c><00:10:26.560><c> safety</c> lower degree of factors of safety lower degree of factors of safety for<00:10:28.800><c> the</c><00:10:29.040><c> variable</c><00:10:29.680><c> actions</c><00:10:30.480><c> which</c><00:10:30.800><c> are</c> for the variable actions which are for the variable actions which are favorable favorable favorable their<00:10:32.560><c> contributions</c><00:10:33.600><c> normally</c><00:10:34.240><c> are</c><00:10:34.560><c> ignored</c> their contributions normally are ignored their contributions normally are ignored through<00:10:36.320><c> this</c><00:10:37.120><c> we</c><00:10:37.440><c> maximize</c><00:10:38.399><c> the</c><00:10:38.800><c> situations</c> through this we maximize the situations through this we maximize the situations which<00:10:40.079><c> is</c><00:10:40.360><c> unfavorable</c> which is unfavorable which is unfavorable and<00:10:42.000><c> minimize</c><00:10:42.880><c> the</c><00:10:43.200><c> situations</c><00:10:44.000><c> which</c><00:10:44.320><c> is</c> and minimize the situations which is and minimize the situations which is favorable favorable favorable this<00:10:46.320><c> will</c><00:10:46.640><c> give</c><00:10:46.959><c> us</c><00:10:47.200><c> the</c><00:10:47.600><c> most</c><00:10:48.480><c> critical</c> this will give us the most critical this will give us the most critical situations<00:10:50.320><c> that</c><00:10:50.560><c> the</c><00:10:50.800><c> structure</c><00:10:51.440><c> could</c> situations that the structure could situations that the structure could undergo undergo undergo under<00:10:53.279><c> various</c><00:10:53.839><c> kind</c><00:10:54.240><c> of</c><00:10:54.480><c> actions</c> under various kind of actions under various kind of actions and<00:10:56.079><c> then</c><00:10:56.560><c> we</c><00:10:56.720><c> need</c><00:10:56.959><c> to</c><00:10:57.440><c> test</c><00:10:57.920><c> under</c><00:10:58.399><c> different</c> and then we need to test under different and then we need to test under different combinations combinations combinations of<00:11:00.320><c> actions</c><00:11:01.360><c> involving</c><00:11:02.160><c> the</c><00:11:02.640><c> permanent</c> of actions involving the permanent of actions involving the permanent actions actions actions variable<00:11:04.959><c> actions</c><00:11:05.920><c> and</c><00:11:06.320><c> also</c><00:11:06.720><c> wing</c><00:11:07.120><c> actions</c> variable actions and also wing actions variable actions and also wing actions these<00:11:09.920><c> are</c><00:11:10.320><c> the</c><00:11:10.959><c> list</c><00:11:11.519><c> four</c><00:11:12.000><c> combinations</c> these are the list four combinations these are the list four combinations that<00:11:13.200><c> you</c><00:11:13.360><c> need</c><00:11:13.519><c> to</c><00:11:13.680><c> consider</c> that you need to consider that you need to consider for<00:11:14.959><c> structures</c><00:11:16.160><c> which</c><00:11:16.560><c> involve</c><00:11:17.440><c> the</c> for structures which involve the for structures which involve the gk<00:11:18.399><c> and</c><00:11:18.560><c> qk</c><00:11:19.040><c> alone</c><00:11:20.079><c> or</c> gk and qk alone or gk and qk alone or gk<00:11:21.600><c> and</c><00:11:21.920><c> wing</c><00:11:22.160><c> load</c><00:11:22.399><c> alone</c><00:11:23.440><c> or</c> gk and wing load alone or gk and wing load alone or combinations<00:11:25.200><c> of</c><00:11:25.560><c> gkqk</c><00:11:26.720><c> and</c><00:11:27.040><c> winglet</c> combinations of gkqk and winglet combinations of gkqk and winglet for<00:11:29.839><c> the</c><00:11:30.880><c> third</c><00:11:31.279><c> and</c><00:11:31.519><c> fourth</c><00:11:31.839><c> conditions</c> for the third and fourth conditions for the third and fourth conditions we<00:11:33.440><c> will</c><00:11:33.680><c> need</c><00:11:33.920><c> to</c><00:11:34.320><c> define</c><00:11:34.959><c> the</c><00:11:35.279><c> leading</c> we will need to define the leading we will need to define the leading variables variables variables and<00:11:37.040><c> the</c><00:11:37.360><c> accompanying</c><00:11:38.079><c> variables</c> and the accompanying variables and the accompanying variables for<00:11:40.399><c> the</c><00:11:40.560><c> third</c><00:11:40.880><c> conditions</c><00:11:42.320><c> we</c><00:11:42.560><c> will</c><00:11:43.120><c> use</c> for the third conditions we will use for the third conditions we will use this<00:11:44.079><c> as</c><00:11:44.320><c> a</c><00:11:44.399><c> leading</c><00:11:44.800><c> variables</c><00:11:45.600><c> while</c><00:11:46.000><c> the</c> this as a leading variables while the this as a leading variables while the wing wing wing as<00:11:47.200><c> a</c><00:11:47.760><c> accompanying</c><00:11:48.480><c> variables</c> as a accompanying variables as a accompanying variables the<00:11:50.639><c> accompanying</c><00:11:51.360><c> variables</c><00:11:52.160><c> will</c><00:11:52.480><c> be</c> the accompanying variables will be the accompanying variables will be multiplied<00:11:54.079><c> with</c> multiplied with multiplied with a<00:11:54.880><c> reduction</c><00:11:55.519><c> factor</c><00:11:56.560><c> psi</c> and<00:12:00.320><c> then</c><00:12:00.720><c> for</c><00:12:00.959><c> the</c><00:12:01.120><c> combination</c><00:12:02.160><c> d</c> and then for the combination d and then for the combination d the<00:12:03.519><c> wing</c><00:12:03.920><c> now</c><00:12:04.320><c> is</c><00:12:04.560><c> considered</c><00:12:05.200><c> as</c><00:12:05.360><c> a</c><00:12:05.519><c> leading</c> the wing now is considered as a leading the wing now is considered as a leading variable variable variable while<00:12:07.279><c> the</c><00:12:07.839><c> variable</c><00:12:08.480><c> actions</c><00:12:09.040><c> is</c><00:12:09.200><c> considered</c> while the variable actions is considered while the variable actions is considered as as as accompanying<00:12:12.000><c> variable</c><00:12:12.639><c> actions</c><00:12:13.920><c> with</c><00:12:14.160><c> that</c> accompanying variable actions with that accompanying variable actions with that there<00:12:14.959><c> will</c><00:12:15.120><c> be</c><00:12:15.440><c> a</c><00:12:15.680><c> reduction</c><00:12:16.560><c> factor</c><00:12:17.120><c> of</c><00:12:17.440><c> size</c> there will be a reduction factor of size there will be a reduction factor of size is<00:12:18.160><c> applied</c><00:12:18.720><c> to</c><00:12:18.959><c> the</c><00:12:19.200><c> variable</c><00:12:19.839><c> actions</c> among<00:12:23.120><c> all</c><00:12:23.440><c> these</c><00:12:23.839><c> four</c><00:12:24.279><c> combinations</c><00:12:25.440><c> of</c><00:12:25.680><c> the</c> among all these four combinations of the among all these four combinations of the actions actions actions the<00:12:28.800><c> largest</c><00:12:29.440><c> rotating</c><00:12:31.040><c> moment</c> the largest rotating moment the largest rotating moment that<00:12:32.560><c> caused</c><00:12:32.880><c> the</c><00:12:33.040><c> structures</c><00:12:33.680><c> to</c><00:12:34.000><c> overturn</c> that caused the structures to overturn that caused the structures to overturn is<00:12:36.839><c> identified</c><00:12:38.399><c> with</c><00:12:38.720><c> that</c> is identified with that is identified with that you<00:12:39.360><c> may</c><00:12:39.760><c> design</c><00:12:40.399><c> the</c><00:12:40.720><c> structures</c><00:12:41.519><c> to</c><00:12:41.920><c> resist</c> you may design the structures to resist you may design the structures to resist the the the overturning<00:12:44.040><c> moment</c>
32	vT8cjfZ0lek	3.4 Example: Simply supported beam	https://www.youtube.com/watch?v=vT8cjfZ0lek	3.4_Example_-_Simply_supported_beam.en.vtt	analysis<00:00:01.040><c> of</c><00:00:01.360><c> beam</c><00:00:02.560><c> the</c><00:00:02.800><c> loops</c><00:00:03.199><c> acting</c> analysis of beam the loops acting analysis of beam the loops acting on<00:00:04.000><c> the</c><00:00:04.160><c> structural</c><00:00:04.799><c> element</c><00:00:05.759><c> include</c><00:00:06.319><c> the</c> on the structural element include the on the structural element include the bending<00:00:07.440><c> moment</c><00:00:08.400><c> torsional</c><00:00:09.040><c> moment</c> bending moment torsional moment bending moment torsional moment shear<00:00:10.400><c> force</c><00:00:11.360><c> and</c><00:00:11.840><c> actual</c><00:00:12.320><c> force</c> shear force and actual force shear force and actual force and<00:00:14.240><c> elastic</c><00:00:14.880><c> analysis</c><00:00:15.759><c> is</c><00:00:16.000><c> generally</c><00:00:16.640><c> used</c> and elastic analysis is generally used and elastic analysis is generally used to<00:00:17.600><c> determine</c><00:00:18.320><c> the</c><00:00:18.640><c> distributions</c><00:00:19.600><c> of</c><00:00:19.840><c> these</c> to determine the distributions of these to determine the distributions of these forces forces forces within<00:00:21.680><c> the</c><00:00:22.000><c> structures</c> within the structures within the structures however<00:00:25.519><c> to</c><00:00:25.760><c> some</c><00:00:26.080><c> extent</c><00:00:26.960><c> reinforced</c> however to some extent reinforced however to some extent reinforced concrete<00:00:28.160><c> is</c><00:00:28.400><c> a</c> concrete is a concrete is a plastic<00:00:29.199><c> material</c><00:00:30.640><c> a</c><00:00:30.960><c> limited</c> plastic material a limited plastic material a limited redistribution redistribution redistribution of<00:00:33.120><c> elastic</c><00:00:33.760><c> moment</c><00:00:34.399><c> is</c><00:00:34.719><c> sometimes</c><00:00:35.360><c> allowed</c> a<00:00:38.399><c> plastic</c><00:00:38.879><c> u-line</c><00:00:39.440><c> theory</c><00:00:39.840><c> may</c><00:00:40.079><c> be</c><00:00:40.320><c> used</c><00:00:40.719><c> to</c> a plastic u-line theory may be used to a plastic u-line theory may be used to calculate<00:00:41.680><c> the</c> calculate the calculate the moment<00:00:42.719><c> in</c><00:00:43.360><c> concrete</c><00:00:43.920><c> slabs</c> moment in concrete slabs moment in concrete slabs let<00:00:46.000><c> us</c><00:00:46.239><c> try</c><00:00:46.640><c> an</c><00:00:46.879><c> example</c><00:00:47.840><c> to</c> let us try an example to let us try an example to analyze<00:00:49.840><c> a</c><00:00:50.160><c> simply</c><00:00:50.719><c> supported</c><00:00:51.360><c> beam</c> the<00:00:54.079><c> beam</c><00:00:54.559><c> is</c><00:00:54.879><c> carrying</c><00:00:55.520><c> the</c><00:00:55.840><c> following</c><00:00:56.840><c> load</c> the beam is carrying the following load the beam is carrying the following load the<00:00:58.160><c> permanent</c><00:00:58.800><c> actions</c><00:00:59.600><c> which</c><00:00:59.920><c> include</c> the permanent actions which include the permanent actions which include itself<00:01:01.199><c> weight</c> itself weight itself weight equals<00:01:02.399><c> to</c><00:01:02.800><c> 25</c><00:01:03.600><c> kilo</c><00:01:03.920><c> newton</c><00:01:04.479><c> per</c> equals to 25 kilo newton per equals to 25 kilo newton per meter<00:01:07.360><c> there</c><00:01:07.760><c> is</c><00:01:08.000><c> a</c><00:01:08.320><c> permanent</c><00:01:08.960><c> concentrated</c> meter there is a permanent concentrated meter there is a permanent concentrated action action action of<00:01:10.960><c> 40</c><00:01:11.520><c> kilo</c><00:01:11.920><c> newton</c><00:01:12.479><c> at</c><00:01:12.640><c> the</c><00:01:12.720><c> mix</c><00:01:13.040><c> band</c> of 40 kilo newton at the mix band of 40 kilo newton at the mix band and<00:01:15.520><c> the</c><00:01:16.000><c> variable</c><00:01:16.640><c> actions</c><00:01:17.520><c> it</c><00:01:17.680><c> will</c><00:01:17.920><c> be</c> and the variable actions it will be and the variable actions it will be 10<00:01:18.479><c> kilo</c><00:01:18.880><c> newton</c><00:01:19.439><c> per</c><00:01:19.840><c> meter</c> the<00:01:22.560><c> beam</c><00:01:22.960><c> has</c><00:01:23.200><c> a</c><00:01:23.360><c> span</c><00:01:23.759><c> of</c><00:01:24.080><c> 4</c><00:01:24.320><c> meter</c> the beam has a span of 4 meter the beam has a span of 4 meter and<00:01:25.920><c> it</c><00:01:26.159><c> is</c><00:01:26.400><c> simply</c><00:01:26.880><c> supported</c><00:01:27.680><c> at</c><00:01:28.320><c> both</c> and it is simply supported at both and it is simply supported at both end<00:01:30.720><c> you</c><00:01:30.880><c> may</c><00:01:31.119><c> pause</c><00:01:31.439><c> the</c><00:01:31.680><c> video</c><00:01:32.079><c> for</c><00:01:32.240><c> a</c><00:01:32.400><c> while</c> end you may pause the video for a while end you may pause the video for a while for<00:01:33.360><c> you</c><00:01:33.600><c> to</c><00:01:33.920><c> work</c><00:01:34.240><c> out</c><00:01:34.400><c> the</c><00:01:34.799><c> solution</c> for you to work out the solution for you to work out the solution to<00:01:37.280><c> solve</c><00:01:37.600><c> these</c><00:01:37.920><c> questions</c><00:01:39.040><c> first</c><00:01:39.439><c> you</c><00:01:39.600><c> need</c> to solve these questions first you need to solve these questions first you need to to to factor<00:01:40.960><c> the</c><00:01:41.759><c> actions</c> factor the actions factor the actions the<00:01:44.479><c> point</c><00:01:44.799><c> load</c><00:01:45.040><c> here</c><00:01:45.600><c> is</c><00:01:46.000><c> a</c><00:01:46.320><c> permanent</c> the point load here is a permanent the point load here is a permanent actions actions actions therefore<00:01:48.799><c> for</c><00:01:49.040><c> the</c><00:01:49.200><c> ultimate</c><00:01:49.759><c> limit</c><00:01:50.079><c> state</c> therefore for the ultimate limit state therefore for the ultimate limit state it<00:01:51.040><c> is</c><00:01:51.280><c> to</c><00:01:51.439><c> be</c> it is to be it is to be multiplied<00:01:52.640><c> with</c><00:01:53.320><c> 1.35</c><00:01:54.399><c> vectors</c> multiplied with 1.35 vectors multiplied with 1.35 vectors as<00:01:56.479><c> for</c><00:01:56.640><c> the</c><00:01:56.799><c> udl</c><00:01:58.000><c> you</c><00:01:58.240><c> have</c><00:01:58.560><c> 25</c><00:01:59.439><c> kilo</c><00:01:59.840><c> newton</c> as for the udl you have 25 kilo newton as for the udl you have 25 kilo newton per<00:02:00.479><c> meter</c> per meter per meter for<00:02:01.360><c> the</c><00:02:01.520><c> permanent</c><00:02:02.159><c> actions</c><00:02:03.040><c> which</c><00:02:03.360><c> is</c><00:02:03.680><c> to</c><00:02:03.840><c> be</c> for the permanent actions which is to be for the permanent actions which is to be multiplied<00:02:04.960><c> with</c><00:02:05.360><c> factor</c><00:02:05.880><c> 1.35</c> multiplied with factor 1.35 multiplied with factor 1.35 and<00:02:07.680><c> 10</c><00:02:07.920><c> kilo</c><00:02:08.239><c> newton</c><00:02:08.720><c> per</c><00:02:08.879><c> meter</c><00:02:09.759><c> as</c><00:02:10.000><c> the</c> and 10 kilo newton per meter as the and 10 kilo newton per meter as the variable<00:02:10.800><c> actions</c> variable actions variable actions it<00:02:12.080><c> is</c><00:02:12.400><c> to</c><00:02:12.560><c> be</c><00:02:12.879><c> multiplied</c><00:02:13.680><c> with</c><00:02:14.080><c> 1.5</c> it is to be multiplied with 1.5 it is to be multiplied with 1.5 factors<00:02:16.319><c> of</c><00:02:16.560><c> safety</c> the<00:02:21.360><c> total</c><00:02:21.840><c> vertical</c><00:02:22.560><c> load</c><00:02:23.120><c> is</c><00:02:23.360><c> to</c><00:02:23.520><c> be</c> the total vertical load is to be the total vertical load is to be multiplied<00:02:24.720><c> with</c> multiplied with multiplied with a<00:02:25.280><c> 4</c><00:02:25.520><c> meter</c><00:02:25.920><c> span</c><00:02:26.640><c> you</c><00:02:27.040><c> obtain</c><00:02:27.800><c> 195</c><00:02:28.800><c> kilo</c> a 4 meter span you obtain 195 kilo a 4 meter span you obtain 195 kilo newton next<00:02:32.560><c> you</c><00:02:32.800><c> draw</c><00:02:33.200><c> the</c><00:02:33.599><c> shear</c><00:02:33.920><c> force</c><00:02:34.160><c> diagram</c> next you draw the shear force diagram next you draw the shear force diagram you<00:02:36.000><c> will</c><00:02:36.160><c> need</c><00:02:36.480><c> to</c><00:02:36.879><c> obtain</c><00:02:37.440><c> the</c><00:02:38.080><c> reactions</c> you will need to obtain the reactions you will need to obtain the reactions force<00:02:39.280><c> at</c><00:02:39.440><c> the</c><00:02:39.599><c> supports</c> force at the supports force at the supports and<00:02:42.000><c> the</c><00:02:42.239><c> reaction</c><00:02:42.959><c> here</c><00:02:43.599><c> it</c><00:02:43.760><c> will</c><00:02:44.000><c> be</c><00:02:44.480><c> your</c> and the reaction here it will be your and the reaction here it will be your shear<00:02:45.280><c> force</c><00:02:45.680><c> at</c><00:02:45.840><c> the</c><00:02:46.000><c> support</c> due<00:02:49.200><c> to</c><00:02:49.440><c> the</c><00:02:49.680><c> uniform</c><00:02:50.400><c> distributed</c><00:02:51.360><c> load</c> due to the uniform distributed load due to the uniform distributed load the<00:02:52.800><c> loop</c><00:02:53.120><c> decreases</c><00:02:54.160><c> along</c><00:02:54.640><c> the</c><00:02:54.800><c> span</c><00:02:55.360><c> of</c><00:02:55.519><c> the</c> the loop decreases along the span of the the loop decreases along the span of the beam beam beam it<00:02:58.000><c> reaches</c><00:02:58.560><c> 27</c><00:02:59.440><c> kilo</c><00:02:59.840><c> newton</c> it reaches 27 kilo newton it reaches 27 kilo newton shear<00:03:01.120><c> force</c><00:03:01.920><c> at</c><00:03:02.080><c> the</c><00:03:02.840><c> mid-span</c> shear force at the mid-span shear force at the mid-span the<00:03:05.360><c> vertical</c><00:03:06.080><c> loop</c><00:03:06.480><c> at</c><00:03:06.640><c> the</c><00:03:06.800><c> mid</c><00:03:07.040><c> span</c> the vertical loop at the mid span the vertical loop at the mid span causes<00:03:08.400><c> it</c><00:03:08.720><c> to</c><00:03:09.760><c> drop</c><00:03:10.159><c> significantly</c> causes it to drop significantly causes it to drop significantly until<00:03:12.560><c> to</c><00:03:12.879><c> negative</c><00:03:13.599><c> 27</c><00:03:14.319><c> kilo</c><00:03:14.720><c> newton</c> until to negative 27 kilo newton until to negative 27 kilo newton the<00:03:17.200><c> gradual</c><00:03:18.000><c> drop</c><00:03:19.120><c> persists</c> the gradual drop persists the gradual drop persists due<00:03:21.120><c> to</c><00:03:21.440><c> the</c><00:03:21.920><c> udl</c><00:03:22.800><c> acting</c><00:03:23.360><c> on</c><00:03:23.599><c> the</c><00:03:23.840><c> member</c> due to the udl acting on the member due to the udl acting on the member until<00:03:25.519><c> it</c><00:03:26.080><c> reaches</c><00:03:27.640><c> 124.5</c><00:03:28.720><c> kilo</c><00:03:30.840><c> newton</c> until it reaches 124.5 kilo newton until it reaches 124.5 kilo newton as<00:03:32.560><c> the</c><00:03:32.879><c> load</c><00:03:33.200><c> setup</c><00:03:33.840><c> are</c><00:03:34.159><c> symmetrical</c> as the load setup are symmetrical as the load setup are symmetrical both<00:03:35.680><c> side</c><00:03:36.879><c> that</c><00:03:37.120><c> means</c><00:03:37.760><c> your</c><00:03:38.319><c> shear</c><00:03:38.560><c> force</c> both side that means your shear force both side that means your shear force diagram<00:03:39.920><c> will</c><00:03:40.239><c> also</c><00:03:40.640><c> be</c><00:03:40.959><c> symmetrical</c><00:03:42.080><c> in</c> diagram will also be symmetrical in diagram will also be symmetrical in both<00:03:42.799><c> sides</c><00:03:45.120><c> next</c><00:03:45.519><c> you</c><00:03:45.680><c> need</c><00:03:45.920><c> to</c><00:03:46.159><c> draw</c><00:03:46.640><c> the</c> both sides next you need to draw the both sides next you need to draw the bending<00:03:47.360><c> moment</c><00:03:47.840><c> diagram</c> bending moment diagram bending moment diagram the<00:03:50.319><c> maximum</c><00:03:51.040><c> moment</c><00:03:51.519><c> here</c><00:03:52.159><c> is</c><00:03:52.480><c> determined</c><00:03:53.280><c> by</c> the maximum moment here is determined by the maximum moment here is determined by the<00:03:54.319><c> area</c><00:03:55.040><c> below</c><00:03:55.680><c> the</c><00:03:56.159><c> shear</c><00:03:56.560><c> force</c><00:03:56.959><c> diagram</c> the area below the shear force diagram the area below the shear force diagram simply<00:03:59.120><c> supported</c><00:03:59.760><c> being</c><00:04:00.159><c> normally</c><00:04:00.879><c> have</c> simply supported being normally have simply supported being normally have zero<00:04:01.840><c> moment</c><00:04:02.400><c> at</c><00:04:02.560><c> the</c><00:04:02.720><c> supports</c> zero moment at the supports zero moment at the supports from<00:04:05.120><c> the</c><00:04:05.439><c> shear</c><00:04:05.680><c> force</c><00:04:06.000><c> diagram</c><00:04:06.560><c> and</c><00:04:06.799><c> bending</c> from the shear force diagram and bending from the shear force diagram and bending moment<00:04:07.599><c> diagram</c> moment diagram moment diagram the<00:04:08.959><c> maximum</c><00:04:09.680><c> shear</c><00:04:10.000><c> load</c><00:04:10.400><c> is</c><00:04:10.720><c> identified</c><00:04:11.519><c> to</c> the maximum shear load is identified to the maximum shear load is identified to be be be 124.5<00:04:14.000><c> and</c><00:04:14.319><c> the</c><00:04:14.480><c> maximum</c><00:04:15.200><c> moment</c> 124.5 and the maximum moment 124.5 and the maximum moment it<00:04:15.920><c> would</c><00:04:16.160><c> be</c><00:04:17.079><c> 151.5</c><00:04:18.079><c> kilo</c><00:04:18.479><c> newton</c><00:04:18.959><c> meter</c> this<00:04:21.840><c> number</c><00:04:22.400><c> will</c><00:04:22.639><c> be</c><00:04:22.960><c> adopted</c><00:04:23.680><c> in</c><00:04:23.840><c> the</c> this number will be adopted in the this number will be adopted in the design<00:04:24.800><c> of</c><00:04:24.960><c> the</c><00:04:25.120><c> reinforced</c><00:04:25.840><c> concrete</c> design of the reinforced concrete design of the reinforced concrete element element element at<00:04:27.440><c> the</c><00:04:27.600><c> later</c><00:04:28.000><c> stage</c><00:04:28.880><c> of</c><00:04:29.120><c> the</c><00:04:29.880><c> analysis</c>
33	Rt4u7GjmjLw	3.5 Analysis of continuous beam	https://www.youtube.com/watch?v=Rt4u7GjmjLw	3.5_Analysis_of_continuous_beam.en.vtt	analysis<00:00:00.880><c> of</c><00:00:01.199><c> continuous</c><00:00:02.080><c> beam</c> analysis of continuous beam analysis of continuous beam the<00:00:03.840><c> moment</c><00:00:04.240><c> distribution</c><00:00:05.040><c> method</c><00:00:05.680><c> may</c><00:00:05.920><c> be</c> the moment distribution method may be the moment distribution method may be used<00:00:06.560><c> to</c> used to used to analyze<00:00:07.680><c> the</c><00:00:07.919><c> load</c><00:00:08.400><c> acting</c><00:00:09.040><c> on</c><00:00:09.360><c> a</c><00:00:09.679><c> continuous</c> analyze the load acting on a continuous analyze the load acting on a continuous beam beam beam the<00:00:12.559><c> method</c><00:00:13.120><c> can</c><00:00:13.440><c> also</c><00:00:13.840><c> be</c><00:00:14.240><c> applied</c><00:00:14.799><c> for</c><00:00:15.040><c> the</c> the method can also be applied for the the method can also be applied for the continuous<00:00:15.839><c> slab</c> continuous slab continuous slab which<00:00:17.119><c> is</c><00:00:17.359><c> spanning</c><00:00:18.080><c> in</c><00:00:18.400><c> one</c><00:00:18.720><c> direction</c> by<00:00:23.119><c> using</c><00:00:23.680><c> this</c><00:00:24.080><c> analysis</c><00:00:24.880><c> method</c> by using this analysis method by using this analysis method the<00:00:26.320><c> continuous</c><00:00:27.119><c> beam</c><00:00:27.599><c> is</c><00:00:27.840><c> considered</c><00:00:28.560><c> to</c> the continuous beam is considered to the continuous beam is considered to have have have no<00:00:29.599><c> fixity</c><00:00:30.480><c> between</c><00:00:31.039><c> the</c><00:00:31.279><c> support</c> no fixity between the support no fixity between the support so<00:00:32.800><c> that</c><00:00:33.040><c> the</c><00:00:33.280><c> beam</c><00:00:33.760><c> is</c><00:00:34.000><c> freely</c><00:00:34.640><c> to</c><00:00:34.960><c> rotate</c> so that the beam is freely to rotate so that the beam is freely to rotate these<00:00:37.760><c> assumptions</c><00:00:38.800><c> is</c><00:00:39.040><c> not</c><00:00:39.280><c> strictly</c><00:00:40.079><c> true</c> these assumptions is not strictly true these assumptions is not strictly true for<00:00:40.800><c> the</c><00:00:41.040><c> being</c><00:00:41.440><c> framing</c><00:00:42.320><c> into</c><00:00:42.879><c> the</c><00:00:43.360><c> columns</c> for the being framing into the columns for the being framing into the columns for<00:00:45.600><c> a</c><00:00:45.760><c> more</c><00:00:46.079><c> accurate</c><00:00:46.719><c> analysis</c><00:00:47.840><c> of</c><00:00:48.160><c> the</c> for a more accurate analysis of the for a more accurate analysis of the bin<00:00:50.079><c> load</c><00:00:51.280><c> you</c><00:00:51.520><c> may</c><00:00:51.840><c> analyze</c><00:00:52.719><c> the</c><00:00:52.960><c> member</c> bin load you may analyze the member bin load you may analyze the member in<00:00:54.079><c> the</c><00:00:54.320><c> form</c><00:00:54.640><c> of</c><00:00:54.960><c> frame</c> in the form of frame in the form of frame nevertheless<00:00:58.640><c> this</c><00:00:59.039><c> method</c><00:00:59.600><c> is</c><00:00:59.760><c> still</c> nevertheless this method is still nevertheless this method is still popularly<00:01:01.440><c> being</c><00:01:01.840><c> used</c><00:01:03.359><c> as</c><00:01:03.760><c> the</c><00:01:04.000><c> analysis</c> popularly being used as the analysis popularly being used as the analysis is<00:01:05.360><c> less</c><00:01:05.680><c> tedious</c><00:01:06.400><c> than</c><00:01:06.560><c> the</c><00:01:06.720><c> frame</c> is less tedious than the frame is less tedious than the frame and<00:01:08.640><c> it</c><00:01:08.799><c> normally</c><00:01:09.680><c> gives</c><00:01:10.159><c> a</c><00:01:10.560><c> higher</c><00:01:11.119><c> degree</c><00:01:11.600><c> of</c> and it normally gives a higher degree of and it normally gives a higher degree of load load load acting<00:01:13.119><c> on</c><00:01:13.280><c> the</c><00:01:13.439><c> beam</c><00:01:14.799><c> in</c><00:01:15.040><c> another</c><00:01:15.600><c> word</c> acting on the beam in another word acting on the beam in another word the<00:01:16.799><c> moment</c><00:01:17.360><c> distribution</c><00:01:18.240><c> method</c><00:01:19.040><c> is</c> the moment distribution method is the moment distribution method is slightly<00:01:20.240><c> more</c><00:01:20.640><c> conservative</c><00:01:21.759><c> than</c><00:01:22.320><c> the</c> slightly more conservative than the slightly more conservative than the analysis<00:01:24.159><c> of</c><00:01:24.320><c> the</c><00:01:24.840><c> frame</c><00:01:26.159><c> so</c> analysis of the frame so analysis of the frame so you<00:01:27.040><c> may</c><00:01:27.280><c> use</c><00:01:27.680><c> the</c><00:01:27.920><c> moment</c><00:01:28.400><c> distribution</c> you may use the moment distribution you may use the moment distribution method<00:01:29.759><c> safely</c> method safely method safely if<00:01:32.159><c> you</c><00:01:32.240><c> are</c><00:01:32.479><c> very</c><00:01:32.880><c> concerned</c><00:01:33.520><c> with</c><00:01:33.759><c> the</c><00:01:34.240><c> cause</c> if you are very concerned with the cause if you are very concerned with the cause of<00:01:35.119><c> the</c><00:01:35.280><c> structures</c> of the structures of the structures then<00:01:37.439><c> you</c><00:01:37.600><c> would</c><00:01:37.840><c> like</c><00:01:38.240><c> to</c><00:01:38.560><c> go</c><00:01:38.960><c> for</c><00:01:39.360><c> more</c> then you would like to go for more then you would like to go for more economical<00:01:40.640><c> solutions</c> economical solutions economical solutions you<00:01:42.479><c> may</c><00:01:42.880><c> always</c><00:01:43.520><c> go</c><00:01:43.920><c> for</c><00:01:44.240><c> the</c><00:01:44.560><c> analysis</c> you may always go for the analysis you may always go for the analysis of<00:01:45.680><c> the</c><00:01:45.920><c> entire</c><00:01:46.479><c> frame</c><00:01:48.079><c> for</c><00:01:48.320><c> a</c><00:01:48.600><c> multi-story</c> of the entire frame for a multi-story of the entire frame for a multi-story building building building the<00:01:51.159><c> calculations</c><00:01:52.240><c> will</c><00:01:52.399><c> be</c><00:01:52.799><c> very</c><00:01:53.200><c> tedious</c><00:01:53.920><c> if</c> the calculations will be very tedious if the calculations will be very tedious if you<00:01:54.320><c> are</c><00:01:54.520><c> calculating</c> you are calculating you are calculating in<00:01:56.240><c> the</c><00:01:56.640><c> manual</c><00:01:57.360><c> manner</c> in the manual manner in the manual manner nevertheless<00:02:00.159><c> you</c><00:02:00.399><c> can</c><00:02:00.799><c> always</c><00:02:01.360><c> make</c><00:02:01.680><c> use</c> nevertheless you can always make use nevertheless you can always make use of<00:02:02.640><c> the</c><00:02:03.040><c> design</c><00:02:03.520><c> spreadsheet</c><00:02:05.119><c> or</c><00:02:05.520><c> some</c> of the design spreadsheet or some of the design spreadsheet or some computer<00:02:06.840><c> softwares</c><00:02:09.039><c> through</c> computer softwares through computer softwares through the<00:02:09.840><c> tools</c><00:02:10.479><c> of</c><00:02:10.800><c> analysis</c><00:02:12.400><c> you</c><00:02:12.560><c> will</c><00:02:12.800><c> be</c><00:02:12.959><c> able</c> the tools of analysis you will be able the tools of analysis you will be able to to to obtain<00:02:14.400><c> the</c><00:02:14.640><c> result</c><00:02:15.480><c> instantly</c>
34	0C7TfusKvD4	3.6 Moment distribution method	https://www.youtube.com/watch?v=0C7TfusKvD4	3.6_Moment_distribution_method.en.vtt	the<00:00:00.880><c> moment</c><00:00:01.439><c> distribution</c><00:00:02.320><c> method</c> the moment distribution method the moment distribution method is<00:00:04.000><c> calculated</c><00:00:04.880><c> on</c><00:00:05.040><c> the</c><00:00:05.279><c> basis</c><00:00:05.920><c> that</c> is calculated on the basis that is calculated on the basis that the<00:00:07.120><c> stress</c><00:00:07.839><c> can</c><00:00:08.080><c> be</c><00:00:08.639><c> freely</c><00:00:09.360><c> transferred</c> the stress can be freely transferred the stress can be freely transferred from from from one<00:00:11.040><c> end</c><00:00:11.440><c> of</c><00:00:11.599><c> the</c><00:00:11.840><c> continuous</c><00:00:12.639><c> beam</c><00:00:13.120><c> to</c> one end of the continuous beam to one end of the continuous beam to another<00:00:14.920><c> end</c> another end another end throughout<00:00:16.880><c> the</c><00:00:17.199><c> continuous</c><00:00:18.160><c> member</c> throughout the continuous member throughout the continuous member there<00:00:20.000><c> will</c><00:00:20.240><c> be</c><00:00:20.720><c> internal</c><00:00:21.920><c> forces</c> which<00:00:25.519><c> counteract</c><00:00:26.320><c> each</c><00:00:26.640><c> other's</c><00:00:27.519><c> at</c><00:00:27.760><c> the</c> which counteract each other's at the which counteract each other's at the support support support the<00:00:30.640><c> continuous</c><00:00:31.519><c> member</c><00:00:32.640><c> are</c><00:00:32.960><c> initially</c> the continuous member are initially the continuous member are initially analyzed<00:00:34.800><c> as</c> analyzed as analyzed as separate<00:00:35.920><c> members</c><00:00:37.600><c> from</c><00:00:37.920><c> the</c><00:00:38.239><c> separate</c> separate members from the separate separate members from the separate members members members we<00:00:40.079><c> determine</c><00:00:40.879><c> their</c><00:00:41.280><c> fixed</c><00:00:41.680><c> end</c><00:00:42.000><c> moment</c> we determine their fixed end moment we determine their fixed end moment individually individually individually due<00:00:45.360><c> to</c><00:00:45.680><c> the</c><00:00:45.920><c> various</c><00:00:46.399><c> aspects</c><00:00:47.120><c> such</c><00:00:47.440><c> as</c><00:00:47.680><c> the</c> due to the various aspects such as the due to the various aspects such as the loading loading loading and<00:00:49.200><c> the</c><00:00:50.320><c> effective</c><00:00:51.039><c> length</c> and the effective length and the effective length which<00:00:52.800><c> varies</c><00:00:53.440><c> between</c><00:00:54.079><c> different</c><00:00:54.559><c> segments</c> which varies between different segments which varies between different segments of<00:00:55.199><c> the</c><00:00:55.440><c> beam</c> of the beam of the beam the<00:00:57.280><c> fixed</c><00:00:57.680><c> end</c><00:00:58.000><c> moment</c><00:00:58.640><c> as</c><00:00:58.879><c> the</c><00:00:59.120><c> internal</c> the fixed end moment as the internal the fixed end moment as the internal force force force at<00:01:00.559><c> each</c><00:01:00.960><c> side</c><00:01:01.280><c> of</c><00:01:01.440><c> the</c><00:01:01.600><c> support</c><00:01:02.399><c> will</c><00:01:02.960><c> differ</c> at each side of the support will differ at each side of the support will differ the<00:01:05.199><c> differences</c><00:01:06.080><c> between</c><00:01:06.880><c> the</c><00:01:07.520><c> fixed</c> the differences between the fixed the differences between the fixed end<00:01:08.080><c> moment</c><00:01:08.799><c> will</c><00:01:09.119><c> later</c><00:01:09.680><c> be</c><00:01:10.159><c> carried</c><00:01:10.640><c> over</c><00:01:11.119><c> to</c> end moment will later be carried over to end moment will later be carried over to the the the another<00:01:13.520><c> end</c><00:01:13.920><c> of</c><00:01:14.080><c> the</c><00:01:14.400><c> members</c> another end of the members another end of the members should<00:01:16.720><c> the</c><00:01:16.960><c> other</c><00:01:17.280><c> end</c><00:01:17.759><c> also</c><00:01:18.320><c> having</c> should the other end also having should the other end also having differences<00:01:20.159><c> between</c><00:01:20.640><c> the</c><00:01:20.880><c> fixed</c><00:01:21.280><c> end</c><00:01:21.520><c> moment</c> differences between the fixed end moment differences between the fixed end moment at at at different<00:01:23.360><c> site</c><00:01:25.200><c> the</c><00:01:25.680><c> additional</c><00:01:26.479><c> moment</c> different site the additional moment different site the additional moment will<00:01:27.439><c> again</c><00:01:28.080><c> be</c><00:01:28.479><c> transferred</c><00:01:29.280><c> back</c><00:01:29.600><c> to</c> will again be transferred back to will again be transferred back to the<00:01:30.799><c> other</c><00:01:31.119><c> joint</c><00:01:32.560><c> the</c><00:01:32.880><c> process</c><00:01:33.520><c> of</c><00:01:33.840><c> the</c> the other joint the process of the the other joint the process of the stress<00:01:34.880><c> being</c><00:01:35.360><c> carried</c><00:01:35.920><c> over</c><00:01:36.880><c> will</c><00:01:37.119><c> be</c> stress being carried over will be stress being carried over will be continuously<00:01:39.680><c> repeated</c> continuously repeated continuously repeated on<00:01:42.560><c> and</c><00:01:42.799><c> on</c><00:01:43.600><c> until</c><00:01:44.640><c> the</c><00:01:45.040><c> fixed</c><00:01:45.439><c> end</c><00:01:45.680><c> moment</c> on and on until the fixed end moment on and on until the fixed end moment at<00:01:46.799><c> each</c><00:01:47.200><c> support</c><00:01:48.000><c> becomes</c><00:01:48.560><c> stable</c> at each support becomes stable at each support becomes stable this<00:01:50.320><c> means</c><00:01:50.720><c> that</c><00:01:51.439><c> the</c><00:01:52.240><c> internal</c> this means that the internal this means that the internal stressors<00:01:54.159><c> here</c><00:01:54.880><c> can</c><00:01:55.200><c> counter</c><00:01:55.680><c> edge</c><00:01:56.079><c> each</c> stressors here can counter edge each stressors here can counter edge each other's other's other's and<00:01:58.320><c> the</c><00:01:58.560><c> summations</c><00:01:59.439><c> of</c><00:01:59.600><c> the</c><00:01:59.759><c> fixed</c><00:02:00.320><c> moment</c> and the summations of the fixed moment and the summations of the fixed moment from<00:02:01.200><c> the</c><00:02:01.439><c> both</c><00:02:01.840><c> side</c> from the both side from the both side of<00:02:02.399><c> the</c><00:02:02.880><c> support</c><00:02:03.680><c> will</c><00:02:03.920><c> be</c><00:02:04.240><c> equals</c><00:02:04.799><c> to</c> of the support will be equals to of the support will be equals to zero<00:02:07.040><c> through</c><00:02:07.360><c> this</c> zero through this zero through this we<00:02:08.560><c> will</c><00:02:08.800><c> more</c><00:02:09.119><c> or</c><00:02:09.280><c> less</c><00:02:09.920><c> consolidate</c><00:02:10.959><c> the</c> we will more or less consolidate the we will more or less consolidate the fixed<00:02:12.080><c> end</c><00:02:12.400><c> moment</c><00:02:13.360><c> after</c><00:02:13.920><c> the</c> fixed end moment after the fixed end moment after the moment<00:02:15.280><c> distributions</c> moment distributions moment distributions this<00:02:18.599><c> consolidated</c><00:02:19.680><c> phase</c><00:02:20.080><c> end</c><00:02:20.319><c> moment</c> this consolidated phase end moment this consolidated phase end moment will<00:02:21.599><c> be</c><00:02:22.000><c> determined</c><00:02:22.720><c> as</c><00:02:23.040><c> the</c><00:02:23.760><c> final</c> will be determined as the final will be determined as the final internal<00:02:25.280><c> moment</c><00:02:25.840><c> acting</c><00:02:26.239><c> of</c><00:02:26.400><c> the</c><00:02:26.560><c> member</c> then<00:02:30.720><c> at</c><00:02:30.879><c> the</c><00:02:31.040><c> later</c><00:02:31.440><c> stage</c><00:02:31.760><c> of</c><00:02:31.920><c> the</c><00:02:32.080><c> design</c> then at the later stage of the design then at the later stage of the design the<00:02:33.440><c> continuous</c><00:02:34.480><c> beam</c> the continuous beam the continuous beam are<00:02:35.599><c> to</c><00:02:35.840><c> be</c><00:02:36.239><c> designed</c><00:02:36.879><c> to</c><00:02:37.280><c> resist</c> are to be designed to resist are to be designed to resist these<00:02:38.720><c> fixed</c><00:02:39.120><c> end</c><00:02:39.280><c> moments</c><00:02:41.040><c> after</c> these fixed end moments after these fixed end moments after understanding<00:02:42.800><c> the</c><00:02:43.280><c> basic</c><00:02:43.760><c> principles</c> understanding the basic principles understanding the basic principles behind<00:02:45.280><c> the</c> behind the behind the moment<00:02:46.160><c> distribution</c><00:02:46.959><c> methods</c> moment distribution methods moment distribution methods next<00:02:49.200><c> you</c><00:02:49.440><c> need</c><00:02:49.599><c> to</c><00:02:49.920><c> know</c><00:02:50.319><c> a</c><00:02:50.480><c> few</c> next you need to know a few next you need to know a few terminologies terminologies terminologies the<00:02:53.920><c> stiffness</c><00:02:55.040><c> the</c><00:02:55.280><c> fixed</c><00:02:55.599><c> end</c><00:02:55.760><c> moment</c><00:02:56.640><c> and</c> the stiffness the fixed end moment and the stiffness the fixed end moment and the<00:02:57.200><c> distribution</c><00:02:58.000><c> factors</c> the<00:03:01.360><c> stiffness</c><00:03:02.319><c> is</c><00:03:02.720><c> referring</c><00:03:03.440><c> to</c> the stiffness is referring to the stiffness is referring to the<00:03:04.480><c> suction</c><00:03:05.040><c> property</c><00:03:06.000><c> of</c><00:03:06.319><c> the</c><00:03:06.720><c> continuous</c> the suction property of the continuous the suction property of the continuous member it<00:03:10.720><c> is</c><00:03:11.040><c> defined</c><00:03:11.840><c> by</c><00:03:12.239><c> the</c><00:03:13.280><c> modulus</c><00:03:13.920><c> of</c> it is defined by the modulus of it is defined by the modulus of elasticity elasticity elasticity the<00:03:16.400><c> second</c><00:03:16.800><c> moment</c><00:03:17.200><c> of</c><00:03:17.360><c> initial</c><00:03:18.480><c> and</c> the second moment of initial and the second moment of initial and also<00:03:19.680><c> the</c><00:03:20.080><c> effective</c><00:03:20.879><c> length</c><00:03:21.280><c> of</c><00:03:21.440><c> the</c><00:03:21.599><c> members</c> also the effective length of the members also the effective length of the members the<00:03:23.760><c> support</c><00:03:24.319><c> conditions</c><00:03:25.040><c> will</c><00:03:25.440><c> also</c><00:03:25.920><c> affect</c> the support conditions will also affect the support conditions will also affect its<00:03:26.799><c> stiffness</c> its stiffness its stiffness for<00:03:29.760><c> a</c><00:03:29.920><c> continuous</c><00:03:30.840><c> member</c> for a continuous member for a continuous member the<00:03:33.519><c> n</c><00:03:33.760><c> supports</c><00:03:34.400><c> are</c><00:03:34.640><c> normally</c><00:03:35.200><c> assumed</c><00:03:35.760><c> to</c> the n supports are normally assumed to the n supports are normally assumed to be<00:03:36.159><c> ping</c> be ping be ping and<00:03:38.080><c> the</c><00:03:38.319><c> continuous</c><00:03:39.200><c> part</c><00:03:39.599><c> is</c><00:03:39.920><c> considered</c><00:03:40.720><c> as</c> and the continuous part is considered as and the continuous part is considered as fixed<00:03:43.040><c> that</c><00:03:43.280><c> means</c> fixed that means fixed that means whichever<00:03:45.280><c> the</c><00:03:45.840><c> internal</c><00:03:46.400><c> moment</c><00:03:46.879><c> developed</c> whichever the internal moment developed whichever the internal moment developed at<00:03:47.760><c> one</c><00:03:48.080><c> side</c> at one side at one side will<00:03:49.599><c> trigger</c><00:03:50.239><c> another</c><00:03:51.200><c> reactions</c><00:03:52.080><c> in</c><00:03:52.239><c> terms</c> will trigger another reactions in terms will trigger another reactions in terms of<00:03:52.720><c> the</c><00:03:52.959><c> internal</c><00:03:53.439><c> moment</c><00:03:53.920><c> from</c><00:03:54.239><c> the</c><00:03:54.400><c> other</c> of the internal moment from the other of the internal moment from the other side side side this<00:03:56.720><c> lead</c><00:03:57.040><c> to</c><00:03:57.519><c> two</c><00:03:58.200><c> possibilities</c> this lead to two possibilities this lead to two possibilities of<00:04:00.080><c> support</c><00:04:00.560><c> conditions</c><00:04:01.599><c> of</c><00:04:02.000><c> a</c> of support conditions of a of support conditions of a segment<00:04:03.439><c> of</c><00:04:03.599><c> the</c><00:04:03.760><c> continuous</c><00:04:04.640><c> member</c> segment of the continuous member segment of the continuous member the<00:04:06.480><c> stiffness</c><00:04:07.120><c> is</c><00:04:07.360><c> equals</c><00:04:07.920><c> to</c><00:04:08.319><c> 4</c><00:04:08.720><c> times</c><00:04:09.200><c> e</c> the stiffness is equals to 4 times e the stiffness is equals to 4 times e i<00:04:10.080><c> per</c><00:04:10.400><c> l</c><00:04:11.360><c> for</c><00:04:12.159><c> both</c><00:04:12.560><c> n</c> i per l for both n i per l for both n fixed this<00:04:16.639><c> is</c><00:04:17.040><c> referring</c><00:04:17.759><c> to</c><00:04:18.479><c> this</c><00:04:18.880><c> smart</c> this is referring to this smart this is referring to this smart segment<00:04:20.400><c> this</c><00:04:20.799><c> segment</c><00:04:21.680><c> and</c><00:04:22.160><c> this</c> segment this segment and this segment this segment and this segment<00:04:24.960><c> for</c><00:04:25.199><c> the</c><00:04:25.440><c> member</c><00:04:26.000><c> one</c> segment for the member one segment for the member one and<00:04:26.880><c> fix</c><00:04:27.280><c> another</c><00:04:28.000><c> n</c><00:04:28.320><c> pin</c><00:04:29.199><c> the</c><00:04:29.520><c> stiffness</c><00:04:30.160><c> will</c> and fix another n pin the stiffness will and fix another n pin the stiffness will be<00:04:30.639><c> equals</c><00:04:31.199><c> to</c> be equals to be equals to 3<00:04:32.000><c> e</c><00:04:32.320><c> i</c><00:04:32.639><c> per</c><00:04:32.880><c> l</c> it<00:04:35.759><c> is</c><00:04:36.000><c> applied</c><00:04:36.639><c> at</c><00:04:37.120><c> this</c><00:04:37.440><c> segment</c><00:04:38.240><c> this</c> it is applied at this segment this it is applied at this segment this segment segment segment this<00:04:40.639><c> this</c><00:04:41.759><c> this</c> this this this this this this and<00:04:43.199><c> also</c><00:04:43.680><c> this</c> determining<00:04:47.199><c> the</c><00:04:47.520><c> stiffness</c><00:04:48.400><c> of</c><00:04:48.639><c> the</c><00:04:49.040><c> segment</c> determining the stiffness of the segment determining the stiffness of the segment of<00:04:50.080><c> a</c><00:04:50.240><c> continuous</c><00:04:50.960><c> beam</c><00:04:51.520><c> is</c><00:04:51.840><c> very</c><00:04:52.240><c> important</c> of a continuous beam is very important of a continuous beam is very important as<00:04:54.840><c> theoretically</c><00:04:56.000><c> a</c><00:04:56.240><c> higher</c><00:04:56.800><c> degree</c> as theoretically a higher degree as theoretically a higher degree of<00:04:57.759><c> stiffness</c><00:04:58.720><c> will</c><00:04:59.199><c> carry</c><00:04:59.919><c> a</c><00:05:00.320><c> larger</c><00:05:00.880><c> portion</c> of stiffness will carry a larger portion of stiffness will carry a larger portion of<00:05:02.000><c> the</c><00:05:02.400><c> moment</c><00:05:03.919><c> acting</c><00:05:04.479><c> at</c><00:05:04.639><c> the</c><00:05:04.880><c> joint</c> of the moment acting at the joint of the moment acting at the joint in<00:05:06.800><c> another</c><00:05:07.360><c> word</c><00:05:08.560><c> the</c><00:05:08.960><c> moment</c><00:05:09.520><c> acting</c> in another word the moment acting in another word the moment acting at<00:05:10.240><c> the</c><00:05:10.400><c> joint</c><00:05:11.919><c> is</c><00:05:12.400><c> shared</c><00:05:12.800><c> between</c> at the joint is shared between at the joint is shared between the<00:05:14.000><c> segment</c><00:05:14.720><c> of</c><00:05:14.960><c> the</c><00:05:15.440><c> continuous</c><00:05:16.320><c> beam</c> the segment of the continuous beam the segment of the continuous beam based<00:05:18.320><c> on</c><00:05:18.639><c> the</c><00:05:19.039><c> weightage</c><00:05:19.840><c> of</c><00:05:20.160><c> x</c><00:05:20.639><c> stiffness</c> based on the weightage of x stiffness based on the weightage of x stiffness for<00:05:23.360><c> a</c><00:05:23.680><c> typical</c><00:05:24.320><c> continuous</c><00:05:25.280><c> beam</c><00:05:25.680><c> of</c><00:05:25.919><c> an</c> for a typical continuous beam of an for a typical continuous beam of an identical<00:05:26.960><c> size</c><00:05:29.120><c> the</c><00:05:29.440><c> e</c> identical size the e identical size the e modulus<00:05:30.720><c> of</c><00:05:30.960><c> elasticity</c><00:05:31.919><c> will</c><00:05:32.160><c> be</c><00:05:32.320><c> the</c><00:05:32.560><c> same</c> modulus of elasticity will be the same modulus of elasticity will be the same as<00:05:33.520><c> the</c><00:05:33.759><c> entire</c><00:05:34.479><c> beam</c><00:05:35.039><c> is</c><00:05:35.280><c> made</c><00:05:35.600><c> of</c><00:05:35.759><c> the</c><00:05:36.000><c> same</c> as the entire beam is made of the same as the entire beam is made of the same material material material which<00:05:37.600><c> is</c><00:05:37.840><c> concrete</c> which is concrete which is concrete if<00:05:40.639><c> the</c><00:05:40.880><c> size</c><00:05:41.360><c> of</c><00:05:41.520><c> the</c><00:05:41.759><c> beam</c><00:05:42.320><c> is</c><00:05:42.560><c> the</c><00:05:42.720><c> same</c> if the size of the beam is the same if the size of the beam is the same throughout throughout throughout the<00:05:44.880><c> second</c><00:05:45.280><c> moment</c><00:05:45.759><c> of</c><00:05:45.919><c> initial</c><00:05:46.880><c> of</c><00:05:47.120><c> the</c><00:05:47.360><c> both</c> the second moment of initial of the both the second moment of initial of the both segment segment segment it<00:05:48.479><c> will</c><00:05:48.800><c> also</c><00:05:49.199><c> be</c><00:05:49.360><c> the</c><00:05:49.600><c> same</c> it will also be the same it will also be the same the<00:05:51.840><c> only</c><00:05:52.320><c> thing</c><00:05:52.720><c> that</c><00:05:53.120><c> governs</c><00:05:53.840><c> the</c> the only thing that governs the the only thing that governs the stiffness stiffness stiffness it<00:05:55.120><c> will</c><00:05:55.440><c> be</c><00:05:55.840><c> is</c><00:05:56.160><c> effective</c><00:05:56.800><c> length</c> it will be is effective length it will be is effective length the<00:05:58.960><c> stiffness</c><00:05:59.680><c> reduce</c><00:06:01.120><c> as</c><00:06:01.440><c> the</c><00:06:01.600><c> length</c> the stiffness reduce as the length the stiffness reduce as the length increases<00:06:03.440><c> while</c><00:06:03.680><c> it</c><00:06:03.919><c> increase</c><00:06:05.039><c> as</c><00:06:05.280><c> the</c> increases while it increase as the increases while it increase as the length<00:06:05.840><c> reduces</c> length reduces length reduces based<00:06:08.160><c> on</c><00:06:08.400><c> the</c><00:06:08.560><c> rationale</c><00:06:09.360><c> that</c><00:06:09.840><c> the</c> based on the rationale that the based on the rationale that the stiffness stiffness stiffness represent<00:06:12.479><c> the</c><00:06:12.880><c> weightage</c><00:06:14.000><c> that</c><00:06:14.319><c> the</c> represent the weightage that the represent the weightage that the segment<00:06:15.440><c> need</c><00:06:15.680><c> to</c><00:06:16.160><c> carry</c><00:06:16.720><c> for</c><00:06:17.039><c> the</c><00:06:17.600><c> internal</c> segment need to carry for the internal segment need to carry for the internal moment moment moment for<00:06:20.960><c> a</c><00:06:21.120><c> continuous</c><00:06:22.160><c> bang</c><00:06:22.720><c> with</c><00:06:23.360><c> identical</c> for a continuous bang with identical for a continuous bang with identical material<00:06:25.440><c> identical</c><00:06:26.720><c> cross-sectional</c><00:06:27.680><c> area</c> material identical cross-sectional area material identical cross-sectional area and<00:06:28.800><c> identical</c><00:06:29.759><c> length</c> and identical length and identical length the<00:06:32.400><c> moment</c><00:06:32.960><c> acting</c><00:06:33.520><c> at</c><00:06:33.759><c> the</c><00:06:33.919><c> joint</c><00:06:34.400><c> here</c> the moment acting at the joint here the moment acting at the joint here should<00:06:35.360><c> theoretically</c><00:06:36.400><c> be</c><00:06:37.440><c> half</c><00:06:37.840><c> taken</c><00:06:38.319><c> by</c> should theoretically be half taken by should theoretically be half taken by one<00:06:38.960><c> side</c> one side one side another<00:06:39.840><c> half</c><00:06:40.160><c> taken</c><00:06:40.639><c> by</c><00:06:40.960><c> the</c><00:06:41.120><c> other</c><00:06:41.440><c> side</c> another half taken by the other side another half taken by the other side if<00:06:43.840><c> the</c><00:06:44.479><c> effective</c><00:06:45.199><c> length</c><00:06:45.600><c> of</c><00:06:45.680><c> the</c><00:06:45.919><c> segment</c> if the effective length of the segment if the effective length of the segment differs differs differs the<00:06:48.800><c> weightage</c><00:06:49.520><c> of</c><00:06:49.680><c> the</c><00:06:49.919><c> moment</c><00:06:50.560><c> will</c> the weightage of the moment will the weightage of the moment will redistribute redistribute redistribute a<00:06:53.599><c> larger</c><00:06:54.080><c> moment</c><00:06:54.560><c> will</c><00:06:54.800><c> be</c><00:06:55.280><c> carried</c><00:06:55.840><c> by</c> a larger moment will be carried by a larger moment will be carried by the<00:06:56.800><c> member</c><00:06:57.440><c> of</c><00:06:57.840><c> shorter</c><00:06:58.240><c> span</c><00:06:59.120><c> as</c><00:06:59.520><c> the</c> the member of shorter span as the the member of shorter span as the stiffness<00:07:00.400><c> will</c><00:07:00.560><c> be</c> stiffness will be stiffness will be higher<00:07:02.960><c> these</c><00:07:03.639><c> redistributions</c> higher these redistributions higher these redistributions of<00:07:04.960><c> the</c><00:07:05.120><c> moment</c><00:07:06.319><c> in</c><00:07:06.560><c> accordance</c><00:07:07.360><c> to</c><00:07:07.599><c> the</c> of the moment in accordance to the of the moment in accordance to the weightage weightage weightage of<00:07:08.960><c> the</c><00:07:09.680><c> stiffness</c><00:07:11.039><c> is</c><00:07:11.360><c> known</c><00:07:11.840><c> as</c><00:07:12.160><c> the</c> of the stiffness is known as the of the stiffness is known as the distribution<00:07:13.599><c> factors</c><00:07:15.280><c> it</c> distribution factors it distribution factors it is<00:07:15.919><c> basically</c><00:07:16.720><c> expressed</c><00:07:17.599><c> as</c><00:07:18.000><c> the</c><00:07:18.560><c> stiffness</c> is basically expressed as the stiffness is basically expressed as the stiffness of<00:07:19.919><c> the</c><00:07:20.880><c> particular</c><00:07:21.680><c> segment</c><00:07:22.560><c> divided</c><00:07:23.280><c> by</c><00:07:23.680><c> the</c> of the particular segment divided by the of the particular segment divided by the total<00:07:24.720><c> stiffness</c><00:07:25.680><c> of</c><00:07:26.400><c> both</c><00:07:26.800><c> segments</c> total stiffness of both segments total stiffness of both segments the<00:07:28.960><c> larger</c><00:07:29.599><c> its</c><00:07:29.919><c> weightage</c><00:07:31.039><c> will</c><00:07:31.440><c> carry</c> the larger its weightage will carry the larger its weightage will carry more<00:07:32.240><c> moment</c><00:07:33.919><c> the</c><00:07:34.319><c> summations</c><00:07:35.199><c> of</c><00:07:35.440><c> both</c> more moment the summations of both more moment the summations of both should<00:07:36.639><c> theoretically</c><00:07:37.759><c> be</c><00:07:38.080><c> the</c><00:07:38.479><c> same</c><00:07:38.880><c> as</c><00:07:39.199><c> the</c> should theoretically be the same as the should theoretically be the same as the total<00:07:40.080><c> moment</c><00:07:40.639><c> to</c><00:07:40.800><c> be</c> total moment to be total moment to be taken<00:07:41.680><c> at</c><00:07:42.080><c> this</c><00:07:42.840><c> joint</c><00:07:44.080><c> the</c><00:07:44.479><c> equations</c><00:07:45.440><c> for</c> taken at this joint the equations for taken at this joint the equations for fixed<00:07:46.240><c> end</c><00:07:46.400><c> moment</c><00:07:47.120><c> is</c><00:07:47.680><c> given</c><00:07:48.400><c> in</c><00:07:48.639><c> the</c><00:07:48.800><c> general</c> fixed end moment is given in the general fixed end moment is given in the general form form form in<00:07:50.479><c> these</c><00:07:50.800><c> equations</c> in these equations in these equations as<00:07:53.680><c> the</c><00:07:54.240><c> n</c><00:07:54.479><c> supports</c><00:07:55.039><c> are</c><00:07:55.280><c> normally</c><00:07:56.160><c> assumed</c> as the n supports are normally assumed as the n supports are normally assumed to<00:07:56.800><c> be</c> to be to be ping<00:07:58.080><c> that</c><00:07:58.319><c> means</c><00:07:58.720><c> there</c><00:07:58.960><c> won't</c><00:07:59.280><c> be</c><00:07:59.840><c> any</c> ping that means there won't be any ping that means there won't be any moment<00:08:00.800><c> being</c><00:08:01.280><c> carried</c> moment being carried moment being carried by<00:08:02.560><c> the</c><00:08:03.199><c> n</c><00:08:03.520><c> support</c><00:08:04.720><c> with</c><00:08:05.039><c> that</c> by the n support with that by the n support with that the<00:08:06.080><c> distribution</c><00:08:07.039><c> factors</c><00:08:07.599><c> will</c><00:08:07.840><c> be</c><00:08:08.080><c> equal</c> the distribution factors will be equal the distribution factors will be equal to to to zero<00:08:11.120><c> next</c><00:08:11.520><c> we</c><00:08:11.759><c> discuss</c><00:08:12.400><c> the</c><00:08:12.800><c> fixed</c> zero next we discuss the fixed zero next we discuss the fixed end<00:08:13.520><c> moment</c><00:08:15.280><c> the</c><00:08:15.680><c> fixed</c><00:08:16.000><c> end</c><00:08:16.240><c> moment</c> end moment the fixed end moment end moment the fixed end moment is<00:08:17.280><c> dependence</c><00:08:18.240><c> on</c><00:08:18.560><c> the</c><00:08:18.960><c> loading</c> is dependence on the loading is dependence on the loading the<00:08:20.479><c> span</c><00:08:21.440><c> and</c><00:08:21.840><c> also</c><00:08:22.400><c> the</c><00:08:22.879><c> support</c><00:08:23.360><c> conditions</c> the span and also the support conditions the span and also the support conditions different<00:08:26.000><c> conditions</c><00:08:26.879><c> will</c><00:08:27.280><c> lead</c><00:08:27.599><c> to</c> different conditions will lead to different conditions will lead to different<00:08:28.560><c> degree</c> different degree different degree or<00:08:29.520><c> fixed</c><00:08:29.840><c> end</c><00:08:30.080><c> moment</c><00:08:31.360><c> the</c><00:08:31.800><c> equations</c> or fixed end moment the equations or fixed end moment the equations for<00:08:33.360><c> the</c><00:08:33.680><c> fixed</c><00:08:34.000><c> end</c><00:08:34.159><c> moment</c><00:08:34.719><c> can</c><00:08:35.039><c> easily</c><00:08:35.680><c> be</c> for the fixed end moment can easily be for the fixed end moment can easily be obtained<00:08:36.640><c> from</c><00:08:37.039><c> the</c><00:08:37.360><c> typical</c><00:08:38.080><c> tables</c><00:08:38.719><c> for</c><00:08:38.880><c> the</c> obtained from the typical tables for the obtained from the typical tables for the fixed<00:08:39.360><c> aim</c><00:08:39.599><c> movement</c> fixed aim movement fixed aim movement the<00:08:41.599><c> slide</c><00:08:42.159><c> here</c><00:08:42.640><c> outlines</c><00:08:44.000><c> different</c> the slide here outlines different the slide here outlines different types<00:08:45.279><c> of</c><00:08:45.680><c> fixing</c><00:08:46.320><c> moment</c><00:08:47.200><c> under</c> types of fixing moment under types of fixing moment under several<00:08:48.640><c> typical</c><00:08:49.519><c> conditions</c> several typical conditions several typical conditions of<00:08:51.360><c> loading</c><00:08:52.399><c> which</c><00:08:52.640><c> is</c><00:08:52.959><c> commonly</c><00:08:53.600><c> encountered</c> of loading which is commonly encountered of loading which is commonly encountered in<00:08:55.120><c> rc</c><00:08:55.680><c> structures</c> in rc structures in rc structures there<00:08:58.560><c> are</c><00:08:58.959><c> much</c><00:08:59.279><c> more</c><00:08:59.680><c> equations</c><00:09:01.120><c> for</c> there are much more equations for there are much more equations for different<00:09:02.480><c> variety</c><00:09:03.360><c> types</c><00:09:03.920><c> of</c><00:09:04.080><c> the</c><00:09:04.480><c> load</c> different variety types of the load different variety types of the load setup you<00:09:07.680><c> may</c><00:09:08.080><c> obtain</c><00:09:08.640><c> the</c><00:09:08.959><c> full</c><00:09:09.360><c> list</c><00:09:10.000><c> of</c><00:09:10.320><c> the</c> you may obtain the full list of the you may obtain the full list of the equations<00:09:12.880><c> easily</c><00:09:13.600><c> from</c><00:09:14.000><c> the</c><00:09:14.240><c> internet</c> equations easily from the internet equations easily from the internet just<00:09:16.240><c> type</c><00:09:16.640><c> in</c><00:09:16.959><c> the</c><00:09:17.200><c> keyword</c><00:09:17.760><c> fixed</c><00:09:18.160><c> and</c> just type in the keyword fixed and just type in the keyword fixed and moment<00:09:18.959><c> formula</c> moment formula moment formula and<00:09:21.360><c> for</c><00:09:22.000><c> this</c><00:09:22.720><c> different</c><00:09:23.440><c> kind</c><00:09:24.000><c> of</c><00:09:24.240><c> the</c> and for this different kind of the and for this different kind of the support<00:09:25.760><c> conditions</c> support conditions support conditions for<00:09:28.640><c> example</c><00:09:29.519><c> both</c><00:09:30.160><c> end</c><00:09:30.640><c> fix</c> for example both end fix for example both end fix or<00:09:32.560><c> one</c><00:09:32.959><c> and</c><00:09:33.360><c> fix</c><00:09:33.760><c> another</c><00:09:34.399><c> end</c><00:09:34.839><c> pin</c> or one and fix another end pin or one and fix another end pin the<00:09:37.120><c> equations</c><00:09:38.080><c> for</c><00:09:38.240><c> the</c><00:09:38.480><c> fixed</c><00:09:38.880><c> end</c><00:09:39.120><c> moment</c> the equations for the fixed end moment the equations for the fixed end moment differs differs differs the<00:09:42.160><c> ping</c><00:09:42.560><c> support</c><00:09:43.120><c> normally</c><00:09:43.760><c> do</c><00:09:44.000><c> not</c><00:09:44.320><c> have</c> the ping support normally do not have the ping support normally do not have fixed<00:09:45.279><c> end</c><00:09:45.519><c> moment</c> fixed end moment fixed end moment the<00:09:47.839><c> fixed</c><00:09:48.240><c> end</c><00:09:48.399><c> moment</c><00:09:48.880><c> also</c><00:09:49.279><c> differ</c><00:09:50.160><c> when</c> the fixed end moment also differ when the fixed end moment also differ when the the the udl<00:09:52.000><c> is</c><00:09:52.480><c> applied</c><00:09:52.959><c> throughout</c><00:09:53.440><c> the</c><00:09:53.680><c> length</c><00:09:54.080><c> or</c> udl is applied throughout the length or udl is applied throughout the length or is<00:09:54.800><c> apply</c><00:09:55.360><c> partial</c><00:09:56.160><c> of</c><00:09:56.320><c> the</c><00:09:56.640><c> member</c> is apply partial of the member is apply partial of the member it<00:09:58.399><c> is</c><00:09:58.640><c> also</c><00:09:59.120><c> different</c><00:09:59.760><c> when</c><00:10:00.160><c> you</c><00:10:00.640><c> have</c><00:10:01.120><c> the</c> it is also different when you have the it is also different when you have the point<00:10:02.240><c> load</c><00:10:02.480><c> at</c><00:10:02.640><c> the</c><00:10:02.800><c> mid</c><00:10:02.800><c> mid-span</c><00:10:03.600><c> or</c><00:10:03.920><c> the</c> point load at the mid mid-span or the point load at the mid mid-span or the point<00:10:04.480><c> loop</c><00:10:04.800><c> at</c> point loop at point loop at different<00:10:05.680><c> positions</c><00:10:07.680><c> you</c><00:10:08.000><c> may</c> different positions you may different positions you may use<00:10:08.720><c> the</c><00:10:09.120><c> equations</c><00:10:10.160><c> of</c><00:10:10.399><c> fixed</c><00:10:10.880><c> end</c><00:10:11.120><c> moment</c> use the equations of fixed end moment use the equations of fixed end moment freely freely freely by<00:10:13.519><c> using</c><00:10:14.079><c> the</c><00:10:14.399><c> principles</c><00:10:15.279><c> or</c> by using the principles or by using the principles or superpositions superpositions superpositions example<00:10:18.800><c> that</c><00:10:19.120><c> you</c><00:10:19.279><c> need</c><00:10:19.519><c> to</c><00:10:20.000><c> analyze</c><00:10:20.640><c> the</c> example that you need to analyze the example that you need to analyze the structures structures structures is<00:10:22.079><c> subjected</c><00:10:22.800><c> to</c><00:10:23.279><c> an</c><00:10:23.519><c> udl</c><00:10:24.240><c> load</c><00:10:24.720><c> and</c><00:10:24.959><c> the</c> is subjected to an udl load and the is subjected to an udl load and the point<00:10:25.519><c> load</c> point load point load together<00:10:27.680><c> the</c><00:10:28.079><c> total</c><00:10:28.640><c> fixed</c><00:10:29.040><c> end</c><00:10:29.200><c> moment</c> together the total fixed end moment together the total fixed end moment due<00:10:30.240><c> to</c><00:10:30.560><c> these</c><00:10:30.959><c> two</c><00:10:31.360><c> types</c><00:10:31.760><c> of</c><00:10:32.000><c> loot</c><00:10:32.560><c> will</c><00:10:32.800><c> be</c> due to these two types of loot will be due to these two types of loot will be the<00:10:33.519><c> summations</c><00:10:34.480><c> of</c><00:10:34.640><c> the</c><00:10:34.800><c> two</c> after<00:10:37.920><c> you</c><00:10:38.160><c> have</c><00:10:38.480><c> obtained</c><00:10:39.040><c> the</c><00:10:39.440><c> stiffness</c> after you have obtained the stiffness after you have obtained the stiffness the<00:10:40.800><c> fixed</c><00:10:41.120><c> end</c><00:10:41.279><c> moment</c><00:10:42.160><c> and</c><00:10:42.480><c> the</c> the fixed end moment and the the fixed end moment and the distribution distribution distribution factors<00:10:44.720><c> for</c><00:10:44.959><c> the</c><00:10:45.120><c> continuous</c><00:10:46.000><c> member</c> factors for the continuous member factors for the continuous member you<00:10:47.440><c> will</c><00:10:47.760><c> proceed</c><00:10:48.240><c> with</c><00:10:48.480><c> the</c><00:10:48.640><c> calculation</c> you will proceed with the calculation you will proceed with the calculation that<00:10:50.079><c> the</c><00:10:50.320><c> moments</c><00:10:50.959><c> to</c><00:10:51.120><c> be</c> that the moments to be that the moments to be carried<00:10:52.000><c> over</c><00:10:52.560><c> to</c><00:10:53.120><c> the</c><00:10:53.760><c> next</c> carried over to the next carried over to the next support<00:10:56.640><c> the</c><00:10:57.040><c> process</c><00:10:57.680><c> of</c><00:10:57.920><c> carrying</c><00:10:58.480><c> over</c> support the process of carrying over support the process of carrying over the<00:10:59.680><c> moment</c><00:11:00.560><c> to</c><00:11:01.040><c> the</c><00:11:01.600><c> adjacent</c><00:11:02.240><c> support</c> the moment to the adjacent support the moment to the adjacent support will<00:11:03.440><c> stop</c><00:11:03.920><c> when</c><00:11:04.800><c> the</c><00:11:05.360><c> moments</c><00:11:05.839><c> to</c><00:11:06.000><c> be</c><00:11:06.240><c> carried</c> will stop when the moments to be carried will stop when the moments to be carried over over over are<00:11:07.519><c> relatively</c><00:11:08.320><c> small</c><00:11:09.200><c> in</c><00:11:09.360><c> comparison</c> are relatively small in comparison are relatively small in comparison to<00:11:10.880><c> the</c><00:11:11.279><c> overall</c><00:11:11.839><c> moment</c><00:11:13.200><c> you</c><00:11:13.440><c> will</c><00:11:13.600><c> get</c> to the overall moment you will get to the overall moment you will get a<00:11:14.320><c> clearer</c><00:11:14.800><c> pictures</c><00:11:15.680><c> in</c><00:11:15.839><c> terms</c><00:11:16.240><c> of</c><00:11:16.320><c> the</c> a clearer pictures in terms of the a clearer pictures in terms of the analysis analysis analysis from<00:11:18.959><c> the</c><00:11:19.200><c> examples</c><00:11:20.640><c> that</c><00:11:20.880><c> to</c><00:11:21.120><c> be</c><00:11:21.360><c> discussed</c> from the examples that to be discussed from the examples that to be discussed in<00:11:22.320><c> the</c><00:11:22.480><c> next</c><00:11:22.880><c> video</c>
35	-kUKoHgSUHY	3.7 Example: Moment distribution method	https://www.youtube.com/watch?v=-kUKoHgSUHY	3.7_Example_-_Moment_distribution_method.en.vtt	let<00:00:00.240><c> us</c><00:00:00.390><c> try</c><00:00:00.860><c> examples</c><00:00:01.860><c> on</c><00:00:02.190><c> the</c><00:00:02.700><c> moment</c> let us try examples on the moment let us try examples on the moment distribution<00:00:03.810><c> method</c><00:00:06.290><c> there</c><00:00:07.290><c> is</c><00:00:07.319><c> a</c><00:00:07.560><c> three</c> distribution method there is a three distribution method there is a three span<00:00:08.700><c> continuous</c><00:00:09.139><c> member</c><00:00:10.880><c> the</c><00:00:11.880><c> member</c><00:00:12.090><c> has</c><00:00:12.750><c> a</c> span continuous member the member has a span continuous member the member has a span<00:00:13.620><c> of</c><00:00:13.950><c> 6</c><00:00:14.460><c> meter</c><00:00:14.759><c> 4</c><00:00:15.450><c> meter</c><00:00:15.480><c> and</c><00:00:16.199><c> 6</c><00:00:16.770><c> meter</c><00:00:17.039><c> and</c> span of 6 meter 4 meter and 6 meter and span of 6 meter 4 meter and 6 meter and it<00:00:19.619><c> has</c><00:00:19.890><c> constant</c><00:00:20.880><c> cross</c><00:00:21.210><c> sections</c><00:00:21.750><c> and</c><00:00:22.789><c> they</c> it has constant cross sections and they it has constant cross sections and they will<00:00:24.029><c> be</c><00:00:24.269><c> a</c><00:00:24.600><c> uniform</c><00:00:25.410><c> distributed</c><00:00:25.970><c> permanent</c> will be a uniform distributed permanent will be a uniform distributed permanent actions<00:00:27.449><c> of</c><00:00:27.810><c> G</c><00:00:28.439><c> K</c><00:00:28.710><c> equals</c><00:00:29.400><c> to</c><00:00:29.670><c> 25</c><00:00:30.420><c> kilo</c><00:00:30.869><c> Newton</c> actions of G K equals to 25 kilo Newton actions of G K equals to 25 kilo Newton per<00:00:31.320><c> meter</c><00:00:31.590><c> and</c><00:00:32.750><c> QK</c><00:00:33.750><c> equals</c><00:00:34.380><c> to</c><00:00:34.680><c> 10</c><00:00:35.100><c> kilo</c> per meter and QK equals to 10 kilo per meter and QK equals to 10 kilo Newton<00:00:36.000><c> per</c><00:00:36.030><c> meter</c><00:00:38.239><c> the</c><00:00:39.239><c> question</c><00:00:39.719><c> asks</c><00:00:40.170><c> us</c><00:00:40.260><c> to</c> Newton per meter the question asks us to Newton per meter the question asks us to determine<00:00:41.190><c> the</c><00:00:41.489><c> shear</c><00:00:42.210><c> force</c><00:00:42.600><c> and</c><00:00:42.960><c> bending</c> determine the shear force and bending determine the shear force and bending moment<00:00:43.700><c> acting</c><00:00:44.700><c> on</c><00:00:45.030><c> the</c><00:00:45.780><c> continuous</c><00:00:46.739><c> member</c> moment acting on the continuous member moment acting on the continuous member by<00:00:48.090><c> using</c><00:00:48.629><c> the</c><00:00:49.200><c> moment</c><00:00:49.770><c> distributions</c><00:00:50.670><c> method</c> by using the moment distributions method by using the moment distributions method you<00:00:53.250><c> may</c><00:00:53.489><c> pause</c><00:00:53.940><c> the</c><00:00:54.180><c> video</c><00:00:54.360><c> for</c><00:00:54.570><c> a</c><00:00:54.899><c> while</c><00:00:55.039><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:00:56.280><c> to</c><00:00:56.309><c> work</c><00:00:56.969><c> out</c><00:00:57.210><c> the</c><00:00:57.510><c> solution</c><00:00:58.910><c> to</c><00:00:59.910><c> solve</c> you to work out the solution to solve you to work out the solution to solve these<00:01:00.600><c> questions</c><00:01:01.320><c> you</c><00:01:02.219><c> know</c><00:01:02.489><c> that</c><00:01:02.879><c> you</c><00:01:03.090><c> need</c> these questions you know that you need these questions you know that you need to<00:01:03.629><c> test</c><00:01:04.260><c> the</c><00:01:05.570><c> member</c><00:01:06.570><c> in</c><00:01:07.020><c> accordance</c><00:01:07.950><c> to</c> to test the member in accordance to to test the member in accordance to different<00:01:09.090><c> types</c><00:01:09.420><c> of</c><00:01:09.689><c> law</c><00:01:10.020><c> arrangement</c><00:01:10.860><c> and</c> different types of law arrangement and different types of law arrangement and then<00:01:12.030><c> to</c><00:01:12.420><c> produce</c><00:01:12.869><c> the</c><00:01:13.590><c> envelope</c><00:01:14.340><c> shear</c><00:01:14.670><c> force</c> then to produce the envelope shear force then to produce the envelope shear force and<00:01:15.330><c> bending-moment</c><00:01:15.900><c> diagram</c><00:01:16.770><c> in</c><00:01:17.460><c> order</c><00:01:17.850><c> for</c> and bending-moment diagram in order for and bending-moment diagram in order for you<00:01:18.360><c> to</c><00:01:18.720><c> determine</c><00:01:19.140><c> the</c><00:01:19.950><c> maximum</c><00:01:21.080><c> shear</c><00:01:22.080><c> force</c> you to determine the maximum shear force you to determine the maximum shear force and<00:01:22.740><c> bending</c><00:01:23.220><c> moment</c><00:01:25.280><c> there</c><00:01:26.280><c> are</c><00:01:26.610><c> two</c> and bending moment there are two and bending moment there are two look-sees look-sees look-sees that<00:01:28.920><c> you</c><00:01:29.100><c> can</c><00:01:29.430><c> choose</c><00:01:30.590><c> in</c><00:01:31.590><c> this</c><00:01:31.829><c> case</c><00:01:31.890><c> we</c> that you can choose in this case we that you can choose in this case we choose<00:01:33.030><c> to</c><00:01:33.360><c> use</c><00:01:33.689><c> the</c><00:01:34.020><c> first</c><00:01:34.500><c> law</c><00:01:34.890><c> set</c><00:01:35.310><c> for</c><00:01:36.060><c> us</c> choose to use the first law set for us choose to use the first law set for us to<00:01:36.570><c> do</c><00:01:36.810><c> the</c><00:01:37.110><c> analysis</c><00:01:38.450><c> as</c><00:01:39.450><c> the</c><00:01:39.650><c> continuous</c> to do the analysis as the continuous to do the analysis as the continuous member<00:01:41.159><c> has</c><00:01:41.610><c> only</c><00:01:42.000><c> three</c><00:01:42.630><c> span</c><00:01:43.310><c> that</c><00:01:44.310><c> means</c><00:01:44.610><c> we</c> member has only three span that means we member has only three span that means we will<00:01:45.329><c> require</c><00:01:45.840><c> for</c><00:01:47.210><c> loop</c><00:01:48.210><c> arrangement</c><00:01:51.680><c> this</c> will require for loop arrangement this will require for loop arrangement this include<00:01:53.509><c> alternate</c><00:01:54.509><c> maximum</c><00:01:55.200><c> and</c> include alternate maximum and include alternate maximum and starting<00:01:57.120><c> at</c><00:01:57.300><c> the</c><00:01:57.330><c> maximum</c><00:01:58.140><c> and</c><00:01:58.350><c> minimum</c><00:01:58.640><c> for</c> starting at the maximum and minimum for starting at the maximum and minimum for the<00:02:00.060><c> Lukas</c><00:02:00.780><c> 1</c><00:02:01.140><c> respectively</c><00:02:02.420><c> and</c><00:02:03.420><c> then</c> the Lukas 1 respectively and then the Lukas 1 respectively and then putting<00:02:04.260><c> the</c><00:02:04.740><c> two</c><00:02:05.510><c> continuous</c><00:02:06.510><c> Spang</c><00:02:07.080><c> with</c> putting the two continuous Spang with putting the two continuous Spang with the<00:02:07.560><c> maximum</c><00:02:07.980><c> and</c><00:02:08.900><c> maximal</c><00:02:09.900><c> loot</c><00:02:10.230><c> move</c><00:02:12.920><c> this</c> the maximum and maximal loot move this the maximum and maximal loot move this gives<00:02:14.400><c> us</c><00:02:14.670><c> for</c><00:02:16.370><c> arrangement</c><00:02:17.370><c> of</c><00:02:17.640><c> the</c><00:02:18.180><c> London</c> gives us for arrangement of the London gives us for arrangement of the London for<00:02:20.610><c> the</c><00:02:20.850><c> ultimate</c><00:02:21.420><c> limit</c><00:02:21.630><c> state</c><00:02:22.110><c> the</c><00:02:22.800><c> maximal</c> for the ultimate limit state the maximal for the ultimate limit state the maximal load<00:02:23.700><c> is</c><00:02:23.970><c> defined</c><00:02:24.540><c> by</c><00:02:25.040><c> 1.35</c><00:02:26.040><c> g</c><00:02:26.070><c> k</c><00:02:26.610><c> in</c><00:02:26.910><c> 1.5</c><00:02:27.810><c> qk</c><00:02:28.380><c> as</c> load is defined by 1.35 g k in 1.5 qk as load is defined by 1.35 g k in 1.5 qk as for<00:02:29.430><c> the</c><00:02:29.670><c> minimal</c><00:02:30.420><c> load</c><00:02:30.630><c> is</c><00:02:30.960><c> defined</c><00:02:31.530><c> by</c><00:02:32.000><c> 1.35</c> for the minimal load is defined by 1.35 for the minimal load is defined by 1.35 g<00:02:33.030><c> carry</c><00:02:35.210><c> out</c><00:02:36.210><c> of</c><00:02:36.600><c> this</c><00:02:36.990><c> four</c><00:02:37.470><c> arrangement</c><00:02:38.250><c> of</c> g carry out of this four arrangement of g carry out of this four arrangement of the<00:02:38.580><c> load</c><00:02:39.320><c> the</c><00:02:40.320><c> star</c><00:02:40.680><c> here</c><00:02:41.130><c> indicates</c> the load the star here indicates the load the star here indicates positions<00:02:43.320><c> with</c><00:02:44.060><c> maximum</c><00:02:45.060><c> movement</c><00:02:45.740><c> which</c> positions with maximum movement which positions with maximum movement which can<00:02:47.070><c> be</c><00:02:47.250><c> in</c><00:02:47.460><c> the</c><00:02:47.640><c> form</c><00:02:47.940><c> of</c><00:02:48.150><c> sagging</c><00:02:48.750><c> or</c><00:02:49.020><c> hogging</c> can be in the form of sagging or hogging can be in the form of sagging or hogging that<00:02:50.460><c> may</c><00:02:50.730><c> occur</c><00:02:52.100><c> at</c><00:02:53.100><c> the</c><00:02:53.310><c> current</c><00:02:53.790><c> stage</c><00:02:54.090><c> we</c> that may occur at the current stage we that may occur at the current stage we do<00:02:55.380><c> not</c><00:02:55.590><c> know</c><00:02:55.920><c> yet</c><00:02:56.430><c> which</c><00:02:57.420><c> will</c><00:02:57.840><c> give</c><00:02:58.260><c> us</c><00:02:58.530><c> the</c> do not know yet which will give us the do not know yet which will give us the most<00:02:59.220><c> critical</c><00:02:59.940><c> situations</c><00:03:00.930><c> and</c><00:03:01.910><c> conditions</c> most critical situations and conditions most critical situations and conditions of<00:03:04.760><c> different</c><00:03:05.760><c> stretch</c><00:03:06.209><c> of</c><00:03:06.630><c> the</c><00:03:07.050><c> continuous</c> of different stretch of the continuous of different stretch of the continuous member<00:03:09.170><c> this</c><00:03:10.170><c> will</c><00:03:10.500><c> only</c><00:03:10.680><c> be</c><00:03:11.130><c> known</c><00:03:11.400><c> after</c><00:03:11.700><c> we</c> member this will only be known after we member this will only be known after we have<00:03:13.310><c> merged</c><00:03:14.310><c> all</c><00:03:14.670><c> the</c><00:03:15.150><c> shear</c><00:03:15.420><c> force</c><00:03:15.720><c> and</c> have merged all the shear force and have merged all the shear force and bending-moment<00:03:16.410><c> diagram</c><00:03:17.310><c> into</c><00:03:18.120><c> the</c><00:03:18.510><c> envelope</c> bending-moment diagram into the envelope bending-moment diagram into the envelope shear<00:03:19.800><c> force</c><00:03:20.100><c> and</c><00:03:20.310><c> bending-moment</c><00:03:20.700><c> diagrams</c> shear force and bending-moment diagrams shear force and bending-moment diagrams substituting<00:03:24.060><c> the</c><00:03:24.270><c> gk</c><00:03:25.020><c> &</c><00:03:25.320><c> qk</c><00:03:25.860><c> into</c><00:03:26.370><c> the</c> substituting the gk & qk into the substituting the gk & qk into the equations<00:03:27.450><c> and</c><00:03:27.980><c> in</c><00:03:28.980><c> accordance</c><00:03:29.760><c> to</c><00:03:30.030><c> the</c><00:03:30.239><c> land</c> equations and in accordance to the land equations and in accordance to the land remember<00:03:31.630><c> the</c><00:03:32.500><c> total</c><00:03:32.920><c> vertical</c><00:03:33.480><c> as</c> remember the total vertical as remember the total vertical as represented<00:03:35.800><c> for</c><00:03:36.160><c> the</c><00:03:36.370><c> maximum</c><00:03:37.000><c> and</c><00:03:37.270><c> minimum</c> represented for the maximum and minimum represented for the maximum and minimum conditions<00:03:38.740><c> for</c><00:03:39.130><c> the</c><00:03:39.280><c> Spanx</c><00:03:39.760><c> 6</c><00:03:40.030><c> meter</c><00:03:40.300><c> and</c><00:03:40.720><c> 4</c> conditions for the Spanx 6 meter and 4 conditions for the Spanx 6 meter and 4 meters<00:03:41.850><c> applying</c><00:03:42.850><c> here</c> meters applying here meters applying here next<00:03:45.520><c> we</c><00:03:45.730><c> start</c><00:03:45.790><c> to</c><00:03:46.300><c> construct</c><00:03:46.930><c> the</c><00:03:48.330><c> movement</c> next we start to construct the movement next we start to construct the movement distributions<00:03:50.320><c> analysis</c><00:03:51.300><c> by</c><00:03:52.300><c> using</c><00:03:52.930><c> a</c><00:03:53.500><c> table</c> distributions analysis by using a table distributions analysis by using a table the<00:03:56.860><c> joints</c><00:03:57.430><c> are</c><00:03:57.640><c> a</c><00:03:58.000><c> b</c><00:03:58.930><c> c</c><00:03:59.350><c> d</c><00:04:00.690><c> which</c><00:04:01.690><c> is</c><00:04:01.720><c> just</c><00:04:02.650><c> at</c> the joints are a b c d which is just at the joints are a b c d which is just at the<00:04:03.660><c> positions</c><00:04:04.660><c> of</c><00:04:05.110><c> the</c><00:04:05.530><c> support</c><00:04:07.260><c> we</c><00:04:08.260><c> analyzed</c> the positions of the support we analyzed the positions of the support we analyzed for<00:04:09.310><c> the</c><00:04:09.550><c> first</c><00:04:09.970><c> locus</c><00:04:10.630><c> verse</c><00:04:11.010><c> which</c><00:04:12.010><c> is</c> for the first locus verse which is for the first locus verse which is represented<00:04:13.420><c> by</c><00:04:13.450><c> the</c><00:04:13.890><c> maximal</c><00:04:14.890><c> minimum</c><00:04:15.700><c> and</c> represented by the maximal minimum and represented by the maximal minimum and maximum<00:04:16.750><c> load</c><00:04:18.600><c> the</c><00:04:19.600><c> spangling</c><00:04:20.290><c> is</c><00:04:20.590><c> given</c><00:04:21.280><c> here</c> the<00:04:24.790><c> stiffness</c><00:04:25.540><c> is</c><00:04:25.840><c> theoretically</c> the stiffness is theoretically the stiffness is theoretically calculated<00:04:27.640><c> by</c><00:04:28.120><c> using</c><00:04:28.360><c> these</c><00:04:29.020><c> equations</c> calculated by using these equations calculated by using these equations which<00:04:31.450><c> is</c><00:04:31.480><c> equal</c><00:04:32.350><c> to</c><00:04:32.680><c> 4</c><00:04:33.130><c> e</c><00:04:33.400><c> IPL</c><00:04:34.240><c> for</c><00:04:35.080><c> the</c><00:04:35.320><c> middle</c> which is equal to 4 e IPL for the middle which is equal to 4 e IPL for the middle span<00:04:36.810><c> equals</c><00:04:37.810><c> 3</c><00:04:38.590><c> e</c><00:04:38.700><c> IPL</c><00:04:39.700><c> for</c><00:04:40.420><c> the</c><00:04:40.600><c> end</c><00:04:40.810><c> span</c> span equals 3 e IPL for the end span span equals 3 e IPL for the end span however<00:04:43.570><c> we</c><00:04:44.350><c> know</c><00:04:44.590><c> that</c><00:04:44.620><c> the</c><00:04:45.370><c> continuous</c> however we know that the continuous however we know that the continuous member<00:04:46.690><c> has</c><00:04:47.260><c> the</c><00:04:47.710><c> same</c><00:04:48.040><c> type</c><00:04:48.430><c> of</c><00:04:48.460><c> material</c><00:04:49.300><c> and</c> member has the same type of material and member has the same type of material and cross<00:04:50.830><c> sectional</c><00:04:51.310><c> area</c><00:04:51.850><c> it</c><00:04:52.090><c> will</c><00:04:52.330><c> be</c><00:04:52.480><c> the</c><00:04:52.660><c> same</c> cross sectional area it will be the same cross sectional area it will be the same with<00:04:54.700><c> that</c><00:04:55.030><c> the</c><00:04:55.780><c> AI</c><00:04:56.170><c> will</c><00:04:56.740><c> be</c><00:04:56.980><c> constant</c><00:04:58.920><c> this</c> with that the AI will be constant this with that the AI will be constant this will<00:04:59.980><c> later</c><00:05:00.700><c> be</c><00:05:01.180><c> cancer</c><00:05:01.780><c> of</c><00:05:02.020><c> when</c><00:05:02.470><c> we</c><00:05:02.710><c> need</c><00:05:02.950><c> to</c> will later be cancer of when we need to will later be cancer of when we need to calculate<00:05:03.610><c> for</c><00:05:04.300><c> the</c><00:05:04.660><c> distributions</c><00:05:05.650><c> factors</c> calculate for the distributions factors calculate for the distributions factors to<00:05:07.960><c> simplify</c><00:05:08.860><c> the</c><00:05:09.210><c> calculations</c><00:05:10.210><c> process</c><00:05:11.010><c> the</c> to simplify the calculations process the to simplify the calculations process the stiffness<00:05:12.820><c> equations</c><00:05:13.720><c> is</c><00:05:14.110><c> divided</c><00:05:15.010><c> by</c><00:05:15.220><c> 4</c><00:05:15.640><c> e</c><00:05:15.670><c> I</c> stiffness equations is divided by 4 e I stiffness equations is divided by 4 e I so<00:05:16.420><c> that</c><00:05:17.260><c> to</c><00:05:17.680><c> reduce</c><00:05:18.400><c> the</c><00:05:18.790><c> amount</c><00:05:19.360><c> of</c><00:05:19.630><c> the</c> so that to reduce the amount of the so that to reduce the amount of the number<00:05:21.250><c> to</c><00:05:21.550><c> be</c><00:05:21.730><c> substituted</c><00:05:23.340><c> this</c><00:05:24.340><c> gives</c><00:05:24.790><c> us</c><00:05:25.000><c> a</c> number to be substituted this gives us a number to be substituted this gives us a new<00:05:25.920><c> stiffness</c><00:05:26.920><c> ratio</c><00:05:26.950><c> here</c> new stiffness ratio here new stiffness ratio here if<00:05:29.560><c> you</c><00:05:29.770><c> find</c><00:05:30.100><c> yourself</c><00:05:30.340><c> to</c><00:05:31.000><c> have</c><00:05:31.270><c> difficulty</c> if you find yourself to have difficulty if you find yourself to have difficulty to<00:05:32.560><c> understand</c><00:05:33.370><c> this</c><00:05:33.690><c> you</c><00:05:34.690><c> can</c><00:05:34.990><c> always</c><00:05:35.260><c> stick</c> to understand this you can always stick to understand this you can always stick to<00:05:36.250><c> the</c><00:05:36.460><c> original</c><00:05:37.180><c> equations</c><00:05:39.420><c> they</c><00:05:40.420><c> should</c> to the original equations they should to the original equations they should give<00:05:40.960><c> you</c><00:05:41.200><c> the</c><00:05:41.440><c> similar</c><00:05:41.950><c> outcome</c><00:05:42.490><c> in</c><00:05:42.910><c> terms</c><00:05:42.970><c> of</c> give you the similar outcome in terms of give you the similar outcome in terms of the<00:05:43.870><c> final</c><00:05:44.470><c> moment</c><00:05:45.040><c> here</c><00:05:46.080><c> to</c><00:05:47.080><c> be</c><00:05:47.290><c> more</c><00:05:47.590><c> precise</c> the final moment here to be more precise the final moment here to be more precise they<00:05:49.030><c> should</c><00:05:49.330><c> give</c><00:05:49.570><c> you</c><00:05:49.840><c> the</c><00:05:50.260><c> same</c><00:05:50.290><c> outcome</c><00:05:51.280><c> in</c> they should give you the same outcome in they should give you the same outcome in terms<00:05:51.970><c> of</c><00:05:52.330><c> the</c><00:05:52.510><c> distribution</c><00:05:52.840><c> factors</c><00:05:53.710><c> and</c> terms of the distribution factors and terms of the distribution factors and starting<00:05:55.030><c> from</c><00:05:55.330><c> the</c><00:05:55.660><c> distribution</c><00:05:56.590><c> factors</c> starting from the distribution factors starting from the distribution factors everything<00:05:57.910><c> will</c><00:05:58.090><c> remain</c><00:05:58.390><c> the</c><00:05:58.570><c> same</c><00:05:59.520><c> this</c><00:06:00.520><c> is</c> everything will remain the same this is everything will remain the same this is due<00:06:01.240><c> to</c><00:06:01.450><c> the</c><00:06:01.630><c> fact</c><00:06:01.870><c> that</c><00:06:02.080><c> the</c><00:06:02.890><c> stiffness</c><00:06:03.700><c> is</c> due to the fact that the stiffness is due to the fact that the stiffness is actually<00:06:04.810><c> meant</c><00:06:05.169><c> for</c><00:06:05.470><c> you</c><00:06:05.680><c> to</c><00:06:06.100><c> calculate</c><00:06:06.730><c> for</c> actually meant for you to calculate for actually meant for you to calculate for other<00:06:07.570><c> distributions</c><00:06:08.560><c> factors</c><00:06:09.570><c> for</c><00:06:10.570><c> the</c><00:06:10.750><c> edge</c> other distributions factors for the edge other distributions factors for the edge support<00:06:11.470><c> the</c><00:06:11.950><c> distribution</c><00:06:12.430><c> factors</c><00:06:13.330><c> will</c><00:06:13.600><c> be</c> support the distribution factors will be support the distribution factors will be equal<00:06:14.169><c> to</c><00:06:14.380><c> zero</c><00:06:15.600><c> for</c><00:06:16.600><c> sections</c><00:06:17.560><c> be</c><00:06:18.280><c> a</c><00:06:18.690><c> the</c> equal to zero for sections be a the equal to zero for sections be a the distribution<00:06:20.470><c> factors</c><00:06:21.040><c> is</c><00:06:21.400><c> determined</c><00:06:22.120><c> by</c> distribution factors is determined by distribution factors is determined by the<00:06:22.480><c> stiffness</c><00:06:23.260><c> here</c><00:06:24.180><c> divided</c><00:06:25.180><c> by</c><00:06:25.210><c> the</c> the stiffness here divided by the the stiffness here divided by the summations<00:06:26.770><c> of</c><00:06:27.130><c> the</c><00:06:27.550><c> stiffness</c><00:06:28.030><c> of</c><00:06:28.600><c> the</c><00:06:28.660><c> two</c> summations of the stiffness of the two summations of the stiffness of the two members<00:06:30.300><c> as</c><00:06:31.300><c> for</c><00:06:31.810><c> the</c><00:06:31.960><c> stiffness</c><00:06:32.500><c> of</c><00:06:32.860><c> the</c> members as for the stiffness of the members as for the stiffness of the other<00:06:33.700><c> side</c><00:06:34.180><c> it</c><00:06:34.930><c> will</c><00:06:35.169><c> be</c><00:06:35.410><c> equals</c><00:06:36.070><c> to</c><00:06:36.190><c> the</c> other side it will be equals to the other side it will be equals to the stiffness<00:06:37.180><c> of</c><00:06:37.360><c> this</c><00:06:37.600><c> member</c><00:06:38.250><c> divided</c><00:06:39.250><c> by</c><00:06:39.520><c> the</c> stiffness of this member divided by the stiffness of this member divided by the summations<00:06:40.900><c> of</c><00:06:41.169><c> the</c><00:06:41.320><c> stiffness</c><00:06:41.890><c> of</c><00:06:42.160><c> these</c><00:06:42.880><c> two</c> summations of the stiffness of these two summations of the stiffness of these two members<00:06:45.120><c> same</c><00:06:46.120><c> schools</c><00:06:46.720><c> to</c><00:06:47.169><c> the</c><00:06:47.650><c> other</c><00:06:47.830><c> joint</c> members same schools to the other joint members same schools to the other joint see<00:06:50.190><c> as</c><00:06:51.190><c> the</c><00:06:51.640><c> stiffness</c><00:06:52.240><c> of</c><00:06:52.570><c> the</c><00:06:52.630><c> member</c><00:06:53.260><c> here</c> see as the stiffness of the member here see as the stiffness of the member here is<00:06:54.040><c> slightly</c><00:06:54.850><c> higher</c><00:06:55.800><c> that</c><00:06:56.800><c> gives</c><00:06:57.190><c> you</c><00:06:57.460><c> a</c> is slightly higher that gives you a is slightly higher that gives you a higher<00:06:58.180><c> degree</c><00:06:58.660><c> of</c><00:06:59.130><c> distribution</c><00:07:00.130><c> factor</c> higher degree of distribution factor higher degree of distribution factor here<00:07:01.979><c> in</c><00:07:02.979><c> another</c><00:07:03.430><c> word</c><00:07:03.820><c> this</c><00:07:04.600><c> Simon</c><00:07:05.200><c> will</c> here in another word this Simon will here in another word this Simon will carry<00:07:05.919><c> about</c><00:07:06.220><c> one</c><00:07:06.970><c> of</c><00:07:07.540><c> the</c><00:07:07.720><c> moment</c><00:07:08.169><c> while</c><00:07:08.800><c> this</c> carry about one of the moment while this carry about one of the moment while this Simon<00:07:09.820><c> will</c><00:07:10.150><c> carry</c><00:07:10.419><c> about</c><00:07:10.870><c> 2/3</c><00:07:11.620><c> of</c><00:07:11.800><c> the</c><00:07:12.010><c> moment</c> Simon will carry about 2/3 of the moment Simon will carry about 2/3 of the moment next<00:07:14.020><c> you</c><00:07:14.470><c> need</c><00:07:14.680><c> to</c><00:07:14.950><c> determine</c><00:07:15.550><c> the</c><00:07:15.790><c> fixed</c><00:07:16.570><c> end</c> next you need to determine the fixed end next you need to determine the fixed end moment<00:07:18.450><c> for</c><00:07:19.450><c> the</c><00:07:19.630><c> s-band</c><00:07:20.200><c> the</c><00:07:20.950><c> edge</c><00:07:21.160><c> support</c> moment for the s-band the edge support moment for the s-band the edge support is<00:07:21.910><c> pin</c><00:07:22.300><c> and</c> is pin and is pin and the<00:07:24.349><c> intermediate</c><00:07:25.349><c> support</c><00:07:25.589><c> is</c><00:07:26.099><c> fixed</c><00:07:27.169><c> it</c><00:07:28.169><c> is</c> the intermediate support is fixed it is the intermediate support is fixed it is subjected<00:07:29.519><c> to</c><00:07:29.549><c> and</c><00:07:30.179><c> uniformly</c><00:07:31.049><c> distributed</c> subjected to and uniformly distributed subjected to and uniformly distributed load load load therefore<00:07:34.139><c> this</c><00:07:34.829><c> equations</c><00:07:35.759><c> has</c><00:07:36.059><c> been</c><00:07:36.329><c> used</c> therefore this equations has been used therefore this equations has been used as<00:07:37.229><c> it</c><00:07:38.189><c> is</c><00:07:38.399><c> represented</c><00:07:39.299><c> by</c><00:07:39.479><c> these</c><00:07:39.619><c> conditions</c> as it is represented by these conditions as it is represented by these conditions as<00:07:42.509><c> for</c><00:07:42.989><c> the</c><00:07:43.229><c> intermediate</c><00:07:43.860><c> span</c><00:07:44.959><c> both</c><00:07:45.959><c> in</c><00:07:46.610><c> fix</c> as for the intermediate span both in fix as for the intermediate span both in fix and<00:07:48.089><c> it</c><00:07:48.779><c> is</c><00:07:48.809><c> a</c><00:07:49.019><c> pot</c><00:07:49.739><c> with</c><00:07:50.549><c> the</c><00:07:51.119><c> uniformly</c> and it is a pot with the uniformly and it is a pot with the uniformly distributed<00:07:52.169><c> load</c><00:07:53.659><c> which</c><00:07:54.659><c> is</c><00:07:54.889><c> represented</c><00:07:55.889><c> by</c> distributed load which is represented by distributed load which is represented by these<00:07:56.159><c> conditions</c><00:07:57.559><c> the</c><00:07:58.559><c> fixed</c><00:07:59.069><c> end</c><00:07:59.279><c> moment</c><00:07:59.759><c> is</c> these conditions the fixed end moment is these conditions the fixed end moment is given<00:08:00.360><c> by</c><00:08:00.869><c> this</c><00:08:00.929><c> equation</c><00:08:03.469><c> substitute</c><00:08:04.469><c> the</c> given by this equation substitute the given by this equation substitute the relevant<00:08:05.549><c> equations</c><00:08:06.860><c> you</c><00:08:07.860><c> obtain</c><00:08:08.369><c> the</c><00:08:08.789><c> fix</c><00:08:09.179><c> a</c> relevant equations you obtain the fix a relevant equations you obtain the fix a moment<00:08:09.929><c> as</c><00:08:10.169><c> per</c><00:08:10.679><c> stated</c><00:08:11.249><c> here</c><00:08:12.860><c> the</c><00:08:13.860><c> sign</c> moment as per stated here the sign moment as per stated here the sign positive<00:08:14.610><c> and</c><00:08:15.269><c> negative</c><00:08:15.929><c> is</c><00:08:16.369><c> representing</c> positive and negative is representing positive and negative is representing the<00:08:17.669><c> directions</c><00:08:18.449><c> of</c><00:08:18.719><c> the</c><00:08:18.779><c> moment</c><00:08:19.909><c> it</c><00:08:20.909><c> is</c> the directions of the moment it is the directions of the moment it is considered<00:08:21.839><c> as</c><00:08:22.019><c> positive</c><00:08:22.409><c> when</c><00:08:23.249><c> the</c><00:08:23.610><c> movement</c> considered as positive when the movement considered as positive when the movement is<00:08:24.539><c> counterclockwise</c><00:08:25.529><c> and</c><00:08:26.539><c> negative</c><00:08:27.539><c> when</c><00:08:27.989><c> it</c> is counterclockwise and negative when it is counterclockwise and negative when it is<00:08:28.619><c> in</c><00:08:28.979><c> the</c><00:08:29.189><c> clockwise</c><00:08:29.489><c> directions</c><00:08:30.829><c> you</c><00:08:31.829><c> will</c> is in the clockwise directions you will is in the clockwise directions you will see<00:08:32.309><c> here</c><00:08:32.819><c> the</c><00:08:33.110><c> fixed</c><00:08:34.110><c> end</c><00:08:34.259><c> moments</c><00:08:34.889><c> here</c><00:08:35.099><c> are</c> see here the fixed end moments here are see here the fixed end moments here are not<00:08:35.819><c> balanced</c><00:08:36.389><c> at</c><00:08:36.689><c> the</c><00:08:36.899><c> joint</c><00:08:37.229><c> at</c><00:08:37.740><c> the</c><00:08:38.069><c> current</c> not balanced at the joint at the current not balanced at the joint at the current stage<00:08:39.500><c> there</c><00:08:40.500><c> is</c><00:08:40.529><c> a</c><00:08:40.789><c> differences</c><00:08:41.789><c> between</c><00:08:42.120><c> the</c> stage there is a differences between the stage there is a differences between the two<00:08:42.959><c> fix</c><00:08:43.319><c> a</c><00:08:43.529><c> moment</c><00:08:45.559><c> these</c><00:08:46.559><c> differences</c><00:08:47.720><c> will</c> two fix a moment these differences will two fix a moment these differences will be<00:08:48.990><c> the</c><00:08:49.230><c> data</c><00:08:49.980><c> fix</c><00:08:50.790><c> a</c><00:08:51.029><c> moment</c><00:08:51.740><c> the</c><00:08:52.740><c> differences</c> be the data fix a moment the differences be the data fix a moment the differences in<00:08:53.910><c> terms</c><00:08:54.120><c> of</c><00:08:54.480><c> fixed</c><00:08:54.809><c> end</c><00:08:55.019><c> moment</c><00:08:55.529><c> will</c><00:08:56.250><c> need</c> in terms of fixed end moment will need in terms of fixed end moment will need to<00:08:56.790><c> be</c><00:08:57.259><c> carried</c><00:08:58.259><c> by</c><00:08:58.470><c> the</c><00:08:59.209><c> member</c><00:09:00.209><c> on</c><00:09:00.569><c> each</c><00:09:00.930><c> side</c> to be carried by the member on each side to be carried by the member on each side of<00:09:01.589><c> the</c><00:09:01.740><c> joint</c><00:09:02.930><c> this</c><00:09:03.930><c> is</c><00:09:03.990><c> with</c><00:09:05.089><c> distributions</c> of the joint this is with distributions of the joint this is with distributions matters<00:09:06.600><c> come</c><00:09:06.959><c> in</c><00:09:08.120><c> this</c><00:09:09.120><c> member</c><00:09:09.720><c> is</c><00:09:10.079><c> stiffer</c> matters come in this member is stiffer matters come in this member is stiffer therefore<00:09:12.029><c> you</c><00:09:12.329><c> have</c><00:09:12.600><c> a</c><00:09:12.629><c> higher</c><00:09:12.809><c> degree</c><00:09:13.410><c> of</c> therefore you have a higher degree of therefore you have a higher degree of distribution<00:09:14.149><c> factors</c><00:09:15.149><c> and</c><00:09:15.930><c> it</c> distribution factors and it distribution factors and it larger<00:09:17.710><c> portions</c><00:09:18.460><c> of</c><00:09:18.760><c> the</c><00:09:19.770><c> graphics</c><00:09:20.770><c> and</c> larger portions of the graphics and larger portions of the graphics and moment<00:09:21.580><c> due</c><00:09:22.240><c> to</c><00:09:22.300><c> this</c><00:09:23.290><c> too</c><00:09:25.680><c> and</c><00:09:26.680><c> this</c><00:09:26.820><c> site</c> moment due to this too and this site moment due to this too and this site will<00:09:28.180><c> take</c><00:09:28.510><c> smaller</c><00:09:29.260><c> portions</c><00:09:31.020><c> the</c><00:09:32.020><c> portions</c> will take smaller portions the portions will take smaller portions the portions is<00:09:33.010><c> determined</c><00:09:33.880><c> by</c><00:09:34.150><c> the</c><00:09:34.589><c> distribution</c> is determined by the distribution is determined by the distribution factors<00:09:38.070><c> in</c><00:09:39.070><c> another</c><00:09:39.490><c> word</c><00:09:39.850><c> this</c><00:09:40.630><c> site</c><00:09:40.930><c> will</c> factors in another word this site will factors in another word this site will take<00:09:41.529><c> one-third</c><00:09:42.160><c> of</c><00:09:42.370><c> the</c><00:09:42.850><c> data</c> take one-third of the data take one-third of the data fvm<00:09:44.620><c> and</c><00:09:45.040><c> this</c><00:09:45.940><c> site</c><00:09:46.210><c> will</c><00:09:46.450><c> take</c><00:09:47.040><c> 2/3</c><00:09:48.040><c> of</c><00:09:48.220><c> the</c> fvm and this site will take 2/3 of the fvm and this site will take 2/3 of the data<00:09:48.850><c> available</c><00:09:51.240><c> the</c><00:09:52.240><c> summations</c><00:09:52.990><c> of</c><00:09:53.200><c> this</c> data available the summations of this data available the summations of this two<00:09:53.890><c> number</c><00:09:54.430><c> should</c><00:09:55.000><c> theoretically</c><00:09:55.270><c> be</c><00:09:55.870><c> equal</c> two number should theoretically be equal two number should theoretically be equal to<00:09:57.250><c> the</c><00:09:57.610><c> negative</c><00:09:57.990><c> p.m.</c><00:10:00.270><c> the</c><00:10:01.270><c> negative</c><00:10:02.110><c> sign</c> to the negative p.m. the negative sign to the negative p.m. the negative sign to<00:10:03.040><c> be</c><00:10:03.220><c> either</c><00:10:03.490><c> in</c><00:10:04.089><c> the</c><00:10:04.690><c> equation</c><00:10:05.620><c> here</c><00:10:06.130><c> is</c> to be either in the equation here is to be either in the equation here is actually<00:10:08.040><c> representing</c><00:10:09.040><c> that</c><00:10:09.370><c> the</c><00:10:09.670><c> member</c><00:10:10.180><c> is</c> actually representing that the member is actually representing that the member is resisting<00:10:11.529><c> the</c><00:10:11.850><c> additional</c><00:10:12.850><c> fix</c><00:10:13.510><c> a</c><00:10:13.750><c> moment</c> resisting the additional fix a moment resisting the additional fix a moment due<00:10:14.920><c> to</c><00:10:15.040><c> the</c><00:10:15.460><c> balance</c><00:10:15.910><c> of</c><00:10:16.089><c> the</c><00:10:16.240><c> two</c><00:10:17.370><c> next</c><00:10:18.370><c> the</c> due to the balance of the two next the due to the balance of the two next the fixed<00:10:19.060><c> end</c><00:10:19.270><c> moment</c><00:10:19.839><c> here</c><00:10:20.350><c> is</c><00:10:20.950><c> to</c><00:10:21.339><c> be</c><00:10:21.550><c> carried</c> fixed end moment here is to be carried fixed end moment here is to be carried over<00:10:22.420><c> to</c><00:10:22.690><c> the</c><00:10:23.130><c> opposite</c><00:10:24.130><c> joint</c><00:10:26.130><c> as</c><00:10:27.130><c> the</c><00:10:27.640><c> end</c> over to the opposite joint as the end over to the opposite joint as the end support<00:10:28.630><c> here</c><00:10:29.279><c> unable</c><00:10:30.279><c> to</c><00:10:30.550><c> carry</c><00:10:31.060><c> any</c><00:10:31.600><c> moment</c> support here unable to carry any moment support here unable to carry any moment there<00:10:33.220><c> is</c><00:10:33.370><c> no</c><00:10:33.730><c> point</c><00:10:34.060><c> for</c><00:10:34.240><c> you</c><00:10:34.600><c> to</c><00:10:34.630><c> carry</c><00:10:35.500><c> over</c> there is no point for you to carry over there is no point for you to carry over the<00:10:36.490><c> moment</c><00:10:38.430><c> you</c><00:10:39.430><c> may</c><00:10:39.640><c> choose</c><00:10:39.940><c> to</c><00:10:40.000><c> carry</c><00:10:40.540><c> over</c> the moment you may choose to carry over the moment you may choose to carry over the<00:10:41.110><c> moment</c><00:10:41.890><c> to</c><00:10:42.420><c> this</c><00:10:43.420><c> support</c><00:10:44.050><c> but</c> the moment to this support but the moment to this support but eventually<00:10:45.040><c> it</c><00:10:45.730><c> will</c><00:10:45.790><c> transfer</c><00:10:46.750><c> back</c><00:10:46.779><c> to</c><00:10:47.380><c> here</c> eventually it will transfer back to here eventually it will transfer back to here as<00:10:49.959><c> it</c><00:10:50.500><c> doesn't</c><00:10:51.100><c> carry</c><00:10:51.400><c> any</c><00:10:51.600><c> moment</c><00:10:54.450><c> after</c><00:10:55.450><c> you</c> as it doesn't carry any moment after you as it doesn't carry any moment after you have<00:10:55.990><c> carried</c><00:10:56.290><c> over</c><00:10:56.589><c> the</c><00:10:57.100><c> moment</c><00:10:58.020><c> the</c><00:10:59.020><c> moment</c> have carried over the moment the moment have carried over the moment the moment to<00:11:00.010><c> reach</c><00:11:00.370><c> the</c><00:11:00.730><c> other</c><00:11:00.880><c> side</c><00:11:01.089><c> we</c><00:11:01.630><c> reduce</c><00:11:02.200><c> by</c> to reach the other side we reduce by to reach the other side we reduce by half<00:11:03.450><c> that</c><00:11:04.450><c> means</c><00:11:04.800><c> this</c><00:11:05.800><c> value</c><00:11:06.510><c> multiplied</c><00:11:07.510><c> by</c> half that means this value multiplied by half that means this value multiplied by 0.5<00:11:08.650><c> it</c><00:11:09.339><c> will</c><00:11:09.610><c> be</c><00:11:09.790><c> equal</c><00:11:10.360><c> to</c><00:11:10.660><c> this</c><00:11:11.050><c> value</c><00:11:12.540><c> same</c> 0.5 it will be equal to this value same 0.5 it will be equal to this value same process<00:11:14.170><c> is</c><00:11:14.470><c> done</c><00:11:14.830><c> at</c><00:11:15.190><c> the</c> process is done at the process is done at the opposite<00:11:16.309><c> directions</c><00:11:18.399><c> after</c><00:11:19.399><c> the</c><00:11:19.639><c> loop</c><00:11:19.879><c> has</c> opposite directions after the loop has opposite directions after the loop has been<00:11:20.420><c> carried</c><00:11:20.839><c> over</c><00:11:21.699><c> this</c><00:11:22.699><c> load</c><00:11:23.269><c> in</c> been carried over this load in been carried over this load in comparison<00:11:25.009><c> to</c><00:11:25.220><c> the</c><00:11:25.639><c> loop</c><00:11:25.910><c> from</c><00:11:26.209><c> the</c><00:11:26.509><c> other</c> comparison to the loop from the other comparison to the loop from the other side<00:11:27.139><c> which</c><00:11:27.680><c> you</c><00:11:27.709><c> have</c><00:11:28.220><c> no</c><00:11:28.519><c> load</c><00:11:28.879><c> to</c><00:11:29.269><c> be</c> side which you have no load to be side which you have no load to be carried<00:11:29.899><c> over</c><00:11:30.079><c> from</c><00:11:30.619><c> here</c><00:11:32.379><c> the</c><00:11:33.379><c> differences</c> carried over from here the differences carried over from here the differences in<00:11:34.490><c> terms</c><00:11:34.759><c> of</c><00:11:34.999><c> movement</c><00:11:35.300><c> it</c><00:11:35.779><c> will</c><00:11:36.019><c> be</c><00:11:36.259><c> equals</c> in terms of movement it will be equals in terms of movement it will be equals to<00:11:37.189><c> 50</c><00:11:37.699><c> 8.1</c><00:11:39.369><c> this</c><00:11:40.369><c> again</c><00:11:40.970><c> has</c><00:11:41.449><c> to</c><00:11:41.689><c> be</c> to 50 8.1 this again has to be to 50 8.1 this again has to be multiplied<00:11:42.679><c> with</c><00:11:42.980><c> the</c><00:11:43.459><c> distribution</c><00:11:44.240><c> factors</c> multiplied with the distribution factors multiplied with the distribution factors where<00:11:45.619><c> one-third</c><00:11:46.369><c> of</c><00:11:46.519><c> the</c><00:11:46.910><c> loop</c><00:11:47.149><c> will</c><00:11:47.389><c> be</c> where one-third of the loop will be where one-third of the loop will be taken<00:11:48.019><c> here</c><00:11:48.350><c> another</c><00:11:48.889><c> tutor</c><00:11:49.550><c> will</c><00:11:49.850><c> be</c><00:11:49.999><c> here</c> taken here another tutor will be here taken here another tutor will be here then<00:11:52.339><c> you</c><00:11:52.550><c> proceed</c><00:11:53.149><c> to</c><00:11:53.179><c> carry</c><00:11:53.929><c> over</c><00:11:54.259><c> the</c> then you proceed to carry over the then you proceed to carry over the moment<00:11:55.009><c> again</c><00:11:55.899><c> half</c><00:11:56.899><c> of</c><00:11:57.170><c> the</c><00:11:57.319><c> movement</c><00:11:57.769><c> we</c> moment again half of the movement we moment again half of the movement we reach<00:11:58.129><c> here</c><00:11:58.429><c> and</c><00:12:00.279><c> then</c><00:12:01.279><c> you</c><00:12:01.610><c> redistribute</c><00:12:02.509><c> the</c> reach here and then you redistribute the reach here and then you redistribute the moment<00:12:04.660><c> the</c><00:12:05.679><c> calculations</c><00:12:06.679><c> that</c><00:12:06.980><c> will</c><00:12:07.189><c> repeat</c> moment the calculations that will repeat moment the calculations that will repeat until<00:12:08.929><c> is</c><00:12:09.559><c> stopped</c><00:12:10.069><c> at</c><00:12:10.369><c> the</c><00:12:10.670><c> balance</c><00:12:11.179><c> step</c><00:12:12.970><c> you</c> until is stopped at the balance step you until is stopped at the balance step you may<00:12:14.209><c> stop</c><00:12:14.540><c> when</c><00:12:14.990><c> the</c><00:12:15.290><c> numbers</c><00:12:16.160><c> for</c><00:12:16.999><c> the</c><00:12:17.240><c> moment</c> may stop when the numbers for the moment may stop when the numbers for the moment here<00:12:18.139><c> the</c><00:12:18.499><c> balance</c><00:12:18.850><c> is</c><00:12:19.850><c> relatively</c><00:12:20.749><c> small</c> here the balance is relatively small here the balance is relatively small then<00:12:22.129><c> the</c><00:12:22.550><c> original</c><00:12:23.800><c> fixed</c><00:12:24.800><c> end</c><00:12:24.980><c> moment</c> then the original fixed end moment then the original fixed end moment typically<00:12:27.170><c> when</c><00:12:27.649><c> the</c><00:12:27.949><c> number</c><00:12:28.490><c> here</c><00:12:29.089><c> is</c><00:12:29.449><c> less</c> typically when the number here is less typically when the number here is less than<00:12:30.999><c> 1/100</c><00:12:31.999><c> of</c><00:12:32.209><c> the</c><00:12:32.420><c> original</c><00:12:33.230><c> fix</c><00:12:33.589><c> a</c><00:12:33.769><c> moment</c> than 1/100 of the original fix a moment than 1/100 of the original fix a moment it<00:12:34.970><c> should</c><00:12:35.240><c> be</c><00:12:35.449><c> good</c><00:12:35.689><c> enough</c><00:12:37.509><c> you</c><00:12:38.509><c> may</c><00:12:38.749><c> choose</c> it should be good enough you may choose it should be good enough you may choose to<00:12:39.499><c> carry</c><00:12:39.980><c> over</c><00:12:40.610><c> the</c><00:12:40.959><c> movement</c><00:12:41.959><c> again</c><00:12:42.499><c> until</c> to carry over the movement again until to carry over the movement again until you<00:12:43.550><c> reach</c><00:12:43.850><c> to</c><00:12:44.209><c> a</c><00:12:44.240><c> higher</c><00:12:44.720><c> degree</c><00:12:45.170><c> of</c><00:12:45.439><c> decimal</c> you reach to a higher degree of decimal you reach to a higher degree of decimal place<00:12:46.790><c> however</c><00:12:47.779><c> the</c><00:12:48.589><c> final</c><00:12:48.920><c> moment</c><00:12:49.699><c> here</c><00:12:50.059><c> will</c> place however the final moment here will place however the final moment here will not<00:12:50.899><c> be</c><00:12:50.959><c> very</c><00:12:51.850><c> significantly</c><00:12:52.850><c> different</c><00:12:53.540><c> than</c> not be very significantly different than not be very significantly different than what<00:12:54.259><c> we</c><00:12:54.410><c> obtain</c><00:12:54.889><c> here</c><00:12:55.600><c> the</c><00:12:56.600><c> reason</c><00:12:56.839><c> is</c><00:12:57.499><c> this</c> what we obtain here the reason is this what we obtain here the reason is this number<00:12:58.850><c> will</c><00:12:59.389><c> become</c> number will become number will become and<00:13:00.920><c> less</c><00:13:01.249><c> and</c><00:13:01.899><c> the</c><00:13:02.899><c> summations</c><00:13:03.619><c> of</c><00:13:03.829><c> this</c> and less and the summations of this and less and the summations of this small<00:13:04.790><c> number</c><00:13:05.269><c> it</c><00:13:05.779><c> will</c><00:13:06.110><c> just</c><00:13:06.529><c> lead</c><00:13:06.920><c> to</c><00:13:07.989><c> small</c> small number it will just lead to small small number it will just lead to small degree<00:13:09.499><c> or</c><00:13:09.860><c> changes</c><00:13:11.619><c> the</c><00:13:12.619><c> finder</c><00:13:13.540><c> moments</c> degree or changes the finder moments degree or changes the finder moments after<00:13:15.079><c> the</c><00:13:15.499><c> mobile</c><00:13:15.949><c> distributions</c><00:13:16.790><c> is</c> after the mobile distributions is after the mobile distributions is obtained<00:13:17.899><c> by</c><00:13:18.259><c> summing</c><00:13:18.889><c> the</c><00:13:19.429><c> entire</c><00:13:19.879><c> column</c> obtained by summing the entire column obtained by summing the entire column from<00:13:21.170><c> the</c><00:13:21.230><c> fixed</c><00:13:21.860><c> end</c><00:13:22.100><c> moment</c><00:13:24.160><c> this</c><00:13:25.160><c> is</c> from the fixed end moment this is from the fixed end moment this is obtained<00:13:25.910><c> by</c><00:13:26.269><c> summing</c><00:13:26.779><c> the</c><00:13:27.049><c> entire</c><00:13:27.679><c> column</c> obtained by summing the entire column obtained by summing the entire column here<00:13:28.579><c> and</c><00:13:29.299><c> this</c><00:13:29.629><c> is</c><00:13:29.869><c> obtained</c><00:13:30.379><c> by</c><00:13:30.649><c> summing</c><00:13:31.220><c> the</c> here and this is obtained by summing the here and this is obtained by summing the entire<00:13:31.879><c> column</c><00:13:32.420><c> pure</c><00:13:32.829><c> absence</c><00:13:33.829><c> goes</c><00:13:34.189><c> to</c><00:13:34.489><c> this</c> entire column pure absence goes to this entire column pure absence goes to this and<00:13:35.179><c> this</c><00:13:35.649><c> this</c><00:13:36.649><c> this</c><00:13:39.610><c> moment</c><00:13:40.610><c> distribution</c> and this this this moment distribution and this this this moment distribution methods methods methods normally<00:13:43.129><c> will</c><00:13:43.429><c> ánot</c><00:13:43.879><c> to</c><00:13:44.119><c> be</c><00:13:44.329><c> two</c><00:13:44.869><c> of</c><00:13:45.290><c> the</c> normally will ánot to be two of the normally will ánot to be two of the identical<00:13:46.429><c> numbers</c><00:13:47.360><c> at</c><00:13:47.779><c> a</c><00:13:47.839><c> single</c><00:13:48.589><c> joint</c><00:13:50.439><c> if</c> identical numbers at a single joint if identical numbers at a single joint if you<00:13:51.679><c> found</c><00:13:52.009><c> this</c><00:13:52.369><c> to</c><00:13:52.790><c> not</c><00:13:53.119><c> vary</c><00:13:53.779><c> quite</c> you found this to not vary quite you found this to not vary quite significantly<00:13:55.569><c> that</c><00:13:56.569><c> means</c><00:13:56.869><c> probably</c><00:13:57.589><c> there</c> significantly that means probably there significantly that means probably there are<00:13:58.279><c> some</c><00:13:58.730><c> errors</c><00:13:59.059><c> of</c><00:13:59.660><c> your</c><00:13:59.980><c> calculations</c> are some errors of your calculations are some errors of your calculations during<00:14:02.029><c> your</c><00:14:02.739><c> design</c><00:14:03.739><c> calculations</c><00:14:06.069><c> the</c> during your design calculations the during your design calculations the value<00:14:07.519><c> obtained</c><00:14:07.999><c> here</c><00:14:08.420><c> it</c><00:14:09.230><c> represent</c><00:14:10.100><c> the</c> value obtained here it represent the value obtained here it represent the final<00:14:11.240><c> moment</c><00:14:11.869><c> at</c><00:14:12.490><c> each</c><00:14:13.490><c> side</c><00:14:14.329><c> of</c><00:14:14.629><c> the</c><00:14:14.869><c> joint</c> final moment at each side of the joint final moment at each side of the joint here<00:14:18.369><c> this</c><00:14:19.369><c> can</c><00:14:19.759><c> be</c><00:14:19.970><c> represented</c><00:14:20.240><c> in</c><00:14:21.170><c> this</c> here this can be represented in this here this can be represented in this manner<00:14:24.730><c> this</c><00:14:25.730><c> is</c><00:14:25.790><c> force</c><00:14:26.299><c> among</c><00:14:26.839><c> a</c><00:14:27.049><c> B</c><00:14:27.319><c> segment</c> manner this is force among a B segment manner this is force among a B segment BC<00:14:28.929><c> cyber</c><00:14:29.929><c> city</c><00:14:31.449><c> for</c><00:14:32.449><c> further</c><00:14:32.869><c> analysis</c><00:14:33.799><c> you</c> BC cyber city for further analysis you BC cyber city for further analysis you can<00:14:34.490><c> actually</c> can actually can actually I<00:14:35.110><c> print</c><00:14:35.709><c> assignment</c><00:14:37.290><c> with</c><00:14:38.290><c> that</c><00:14:38.589><c> you</c><00:14:38.950><c> can</c><00:14:39.250><c> use</c> I print assignment with that you can use I print assignment with that you can use it<00:14:40.180><c> to</c><00:14:40.480><c> find</c><00:14:41.130><c> reactions</c><00:14:42.130><c> and</c><00:14:42.700><c> from</c><00:14:43.360><c> the</c> it to find reactions and from the it to find reactions and from the reactions<00:14:44.140><c> you'll</c><00:14:44.560><c> be</c><00:14:44.860><c> able</c><00:14:45.100><c> to</c><00:14:45.640><c> determine</c> reactions you'll be able to determine reactions you'll be able to determine the<00:14:46.690><c> shear</c><00:14:46.930><c> force</c><00:14:47.260><c> diagram</c><00:14:47.740><c> then</c><00:14:48.640><c> from</c><00:14:48.970><c> the</c> the shear force diagram then from the the shear force diagram then from the shear<00:14:49.360><c> force</c><00:14:49.630><c> diagram</c><00:14:50.050><c> you'll</c><00:14:50.380><c> be</c><00:14:50.620><c> able</c><00:14:50.860><c> to</c> shear force diagram you'll be able to shear force diagram you'll be able to obtain<00:14:51.790><c> the</c><00:14:52.420><c> moment</c><00:14:54.000><c> the</c><00:14:55.000><c> moment</c><00:14:55.600><c> at</c><00:14:55.720><c> the</c> obtain the moment the moment at the obtain the moment the moment at the support<00:14:56.410><c> is</c><00:14:56.740><c> the</c><00:14:57.130><c> one</c><00:14:57.370><c> that</c><00:14:57.670><c> you</c><00:14:57.850><c> obtain</c><00:14:58.329><c> from</c> support is the one that you obtain from support is the one that you obtain from the<00:14:59.230><c> moment</c><00:14:59.769><c> distribution</c><00:15:00.240><c> table</c><00:15:02.130><c> same</c><00:15:03.130><c> set</c> the moment distribution table same set the moment distribution table same set of<00:15:03.730><c> calculations</c><00:15:04.540><c> that</c><00:15:04.660><c> is</c><00:15:05.170><c> conducted</c><00:15:06.130><c> on</c><00:15:06.220><c> the</c> of calculations that is conducted on the of calculations that is conducted on the second<00:15:08.399><c> segment</c><00:15:09.399><c> of</c><00:15:09.880><c> the</c><00:15:10.120><c> beam</c><00:15:10.720><c> this</c><00:15:11.680><c> will</c> second segment of the beam this will second segment of the beam this will give<00:15:12.310><c> you</c><00:15:12.550><c> the</c><00:15:12.880><c> shear</c><00:15:13.269><c> force</c><00:15:13.600><c> diagram</c><00:15:14.170><c> here</c> give you the shear force diagram here give you the shear force diagram here and<00:15:16.200><c> the</c><00:15:17.200><c> bending</c><00:15:18.040><c> moment</c><00:15:18.550><c> diagram</c><00:15:18.640><c> here</c><00:15:20.459><c> with</c> and the bending moment diagram here with and the bending moment diagram here with all<00:15:21.820><c> these</c><00:15:22.120><c> calculations</c><00:15:22.510><c> that</c><00:15:23.200><c> you</c><00:15:23.649><c> have</c> all these calculations that you have all these calculations that you have only<00:15:24.670><c> attend</c><00:15:26.700><c> bending</c><00:15:27.700><c> moment</c><00:15:28.209><c> and</c><00:15:28.420><c> shear</c> only attend bending moment and shear only attend bending moment and shear force<00:15:28.779><c> diagram</c><00:15:29.529><c> for</c><00:15:30.040><c> the</c><00:15:30.399><c> first</c><00:15:30.940><c> loop</c> force diagram for the first loop force diagram for the first loop arrangement<00:15:33.600><c> for</c><00:15:34.600><c> the</c><00:15:34.959><c> second</c><00:15:35.560><c> set</c><00:15:36.100><c> third</c><00:15:36.430><c> set</c> arrangement for the second set third set arrangement for the second set third set and<00:15:37.420><c> the</c><00:15:37.750><c> fourth</c><00:15:38.079><c> set</c><00:15:38.440><c> of</c><00:15:38.709><c> law</c><00:15:39.010><c> arrangement</c> and the fourth set of law arrangement and the fourth set of law arrangement you<00:15:40.779><c> will</c><00:15:41.050><c> need</c><00:15:41.290><c> to</c><00:15:41.529><c> repeat</c><00:15:42.190><c> the</c><00:15:42.660><c> calculation</c> you will need to repeat the calculation you will need to repeat the calculation steps<00:15:44.020><c> here</c><00:15:44.290><c> and</c><00:15:45.270><c> determine</c><00:15:46.270><c> the</c><00:15:46.930><c> reactions</c> steps here and determine the reactions steps here and determine the reactions and<00:15:48.279><c> shear</c><00:15:48.610><c> force</c><00:15:48.850><c> diagram</c><00:15:49.329><c> and</c><00:15:49.360><c> bending</c> and shear force diagram and bending and shear force diagram and bending moment<00:15:51.040><c> diagram</c><00:15:51.490><c> here</c><00:15:52.230><c> this</c><00:15:53.230><c> should</c><00:15:53.740><c> give</c><00:15:54.010><c> you</c> moment diagram here this should give you moment diagram here this should give you another<00:15:54.910><c> three</c><00:15:55.660><c> set</c><00:15:56.110><c> of</c><00:15:56.380><c> the</c><00:15:56.560><c> shear</c><00:15:56.829><c> force</c> another three set of the shear force another three set of the shear force diagram<00:15:57.750><c> and</c><00:15:58.800><c> another</c><00:15:59.800><c> three</c><00:16:00.370><c> set</c><00:16:00.700><c> of</c><00:16:01.000><c> bending</c> diagram and another three set of bending diagram and another three set of bending moment<00:16:02.350><c> diagram</c><00:16:03.990><c> next</c><00:16:04.990><c> you</c><00:16:05.410><c> need</c><00:16:05.649><c> to</c><00:16:05.890><c> merge</c> moment diagram next you need to merge moment diagram next you need to merge all<00:16:06.850><c> this</c><00:16:07.570><c> bending</c><00:16:08.320><c> moment</c><00:16:08.800><c> and</c><00:16:08.980><c> shear</c><00:16:09.040><c> force</c> all this bending moment and shear force all this bending moment and shear force diagram<00:16:10.029><c> together</c><00:16:10.829><c> for</c><00:16:11.829><c> you</c><00:16:12.040><c> to</c><00:16:12.399><c> obtain</c><00:16:12.760><c> the</c> diagram together for you to obtain the diagram together for you to obtain the envelope<00:16:14.290><c> bending</c><00:16:15.070><c> moment</c><00:16:15.550><c> and</c><00:16:15.790><c> shear</c><00:16:15.850><c> force</c> envelope bending moment and shear force envelope bending moment and shear force diagram<00:16:17.910><c> different</c><00:16:18.910><c> loops</c><00:16:19.180><c> said</c><00:16:19.510><c> will</c><00:16:19.870><c> give</c> diagram different loops said will give diagram different loops said will give you<00:16:20.470><c> different</c><00:16:20.800><c> degree</c><00:16:21.640><c> of</c><00:16:21.720><c> the</c><00:16:22.720><c> moment</c><00:16:23.320><c> and</c> you different degree of the moment and you different degree of the moment and share<00:16:23.970><c> and</c><00:16:25.110><c> throughout</c><00:16:26.110><c> the</c><00:16:26.410><c> member</c><00:16:26.890><c> you</c> share and throughout the member you share and throughout the member you choose<00:16:28.510><c> the</c><00:16:28.959><c> most</c><00:16:29.380><c> critical</c><00:16:30.220><c> value</c><00:16:30.790><c> to</c><00:16:31.510><c> be</c> choose the most critical value to be choose the most critical value to be high high high the<00:16:33.230><c> envelope</c><00:16:34.100><c> shear</c><00:16:34.520><c> force</c><00:16:34.820><c> and</c> the envelope shear force and the envelope shear force and bending-moment<00:16:35.480><c> diagram</c>
36	w3ggSsiS-Pc	3.8 Analysis of continuous beam based on BS8110	https://www.youtube.com/watch?v=w3ggSsiS-Pc	3.8_Analysis_of_continuous_beam_based_on_BS8110.en.vtt	in<00:00:00.320><c> our</c><00:00:00.640><c> previous</c><00:00:01.120><c> video</c><00:00:02.080><c> we</c><00:00:02.399><c> discussed</c> in our previous video we discussed in our previous video we discussed how<00:00:03.679><c> we</c><00:00:04.400><c> analyze</c><00:00:05.200><c> a</c><00:00:05.440><c> continuous</c> how we analyze a continuous how we analyze a continuous beam<00:00:07.520><c> by</c><00:00:07.919><c> using</c><00:00:08.480><c> the</c><00:00:08.880><c> moment</c><00:00:09.360><c> distribution</c> beam by using the moment distribution beam by using the moment distribution method method method basically<00:00:12.719><c> you</c><00:00:12.960><c> have</c><00:00:13.200><c> to</c><00:00:13.440><c> assume</c><00:00:14.080><c> different</c> basically you have to assume different basically you have to assume different type<00:00:15.200><c> of</c><00:00:15.599><c> load</c><00:00:15.839><c> arrangement</c> type of load arrangement type of load arrangement go<00:00:18.640><c> through</c><00:00:19.320><c> calculations</c><00:00:20.560><c> for</c><00:00:20.880><c> the</c><00:00:21.119><c> moment</c> go through calculations for the moment go through calculations for the moment distributions distributions distributions determine<00:00:24.880><c> the</c><00:00:26.000><c> reactions</c> determine the reactions determine the reactions draw<00:00:28.000><c> the</c><00:00:28.240><c> shear</c><00:00:28.480><c> force</c><00:00:28.800><c> diagram</c><00:00:29.519><c> and</c><00:00:29.760><c> bending</c> draw the shear force diagram and bending draw the shear force diagram and bending moment<00:00:30.640><c> diagram</c> moment diagram moment diagram you<00:00:32.399><c> will</c><00:00:32.719><c> get</c><00:00:33.280><c> four</c><00:00:33.680><c> sets</c><00:00:34.079><c> of</c><00:00:34.399><c> bending</c><00:00:34.880><c> moment</c> you will get four sets of bending moment you will get four sets of bending moment diagram diagram diagram and<00:00:36.960><c> four</c><00:00:37.280><c> set</c><00:00:37.760><c> of</c><00:00:38.160><c> shear</c><00:00:38.480><c> force</c><00:00:38.800><c> diagram</c> and four set of shear force diagram and four set of shear force diagram and<00:00:40.640><c> lastly</c><00:00:41.200><c> you</c><00:00:41.520><c> merge</c><00:00:42.079><c> the</c><00:00:42.480><c> shear</c><00:00:42.800><c> force</c><00:00:43.200><c> and</c> and lastly you merge the shear force and and lastly you merge the shear force and bending<00:00:43.840><c> moment</c><00:00:44.239><c> diagram</c> bending moment diagram bending moment diagram into<00:00:45.680><c> an</c><00:00:46.000><c> envelope</c><00:00:46.640><c> shear</c><00:00:46.960><c> force</c><00:00:47.360><c> and</c><00:00:47.600><c> bending</c> into an envelope shear force and bending into an envelope shear force and bending moment<00:00:48.399><c> diagram</c> moment diagram moment diagram then<00:00:50.079><c> you</c><00:00:50.320><c> obtain</c><00:00:50.800><c> the</c><00:00:51.199><c> most</c><00:00:51.680><c> critical</c> then you obtain the most critical then you obtain the most critical load<00:00:53.440><c> for</c><00:00:53.680><c> the</c><00:00:53.840><c> moment</c><00:00:54.719><c> and</c><00:00:55.280><c> share</c> load for the moment and share load for the moment and share this<00:00:57.760><c> calculation</c><00:00:58.879><c> step</c><00:00:59.520><c> is</c><00:00:59.840><c> relatively</c> this calculation step is relatively this calculation step is relatively tedious<00:01:02.000><c> and</c><00:01:02.399><c> lengthy</c> tedious and lengthy tedious and lengthy if<00:01:04.879><c> you</c><00:01:05.040><c> are</c><00:01:05.280><c> doing</c><00:01:05.680><c> the</c><00:01:05.920><c> analysis</c><00:01:06.960><c> by</c><00:01:07.360><c> using</c> if you are doing the analysis by using if you are doing the analysis by using manual<00:01:08.439><c> calculations</c><00:01:10.479><c> it</c><00:01:10.640><c> will</c><00:01:10.960><c> consume</c><00:01:11.600><c> you</c> manual calculations it will consume you manual calculations it will consume you a<00:01:12.240><c> long</c><00:01:12.880><c> time</c><00:01:13.439><c> for</c><00:01:13.680><c> you</c><00:01:14.080><c> to</c><00:01:14.560><c> complete</c> a long time for you to complete a long time for you to complete one<00:01:16.320><c> continuous</c><00:01:17.280><c> member</c> one continuous member one continuous member for<00:01:19.360><c> a</c><00:01:19.680><c> typical</c><00:01:20.320><c> reinforced</c><00:01:21.040><c> concrete</c> for a typical reinforced concrete for a typical reinforced concrete structures structures structures there<00:01:23.520><c> will</c><00:01:23.840><c> be</c><00:01:24.240><c> a</c><00:01:24.400><c> lot</c><00:01:24.720><c> of</c><00:01:25.119><c> continuous</c><00:01:26.080><c> member</c> there will be a lot of continuous member there will be a lot of continuous member this<00:01:28.479><c> has</c><00:01:29.360><c> make</c><00:01:29.600><c> it</c><00:01:29.840><c> nearly</c> this has make it nearly this has make it nearly impractical<00:01:32.240><c> to</c><00:01:32.720><c> do</c><00:01:33.119><c> the</c><00:01:33.439><c> manual</c> impractical to do the manual impractical to do the manual calculations calculations calculations by<00:01:35.439><c> using</c><00:01:36.079><c> the</c><00:01:36.640><c> moment</c><00:01:37.119><c> distributions</c><00:01:38.000><c> method</c> by using the moment distributions method by using the moment distributions method to<00:01:39.680><c> design</c><00:01:40.240><c> for</c><00:01:40.479><c> the</c><00:01:40.720><c> entire</c><00:01:41.280><c> structures</c> to design for the entire structures to design for the entire structures you<00:01:43.360><c> can</c><00:01:43.759><c> imagine</c><00:01:44.399><c> the</c><00:01:44.640><c> amount</c><00:01:45.280><c> of</c><00:01:45.920><c> load</c> you can imagine the amount of load you can imagine the amount of load let's<00:01:47.520><c> say</c><00:01:47.920><c> for</c><00:01:48.320><c> a</c><00:01:49.119><c> member</c><00:01:49.920><c> have</c> let's say for a member have let's say for a member have the<00:01:51.600><c> continuous</c><00:01:52.640><c> beam</c> the continuous beam the continuous beam with<00:01:54.159><c> more</c><00:01:54.479><c> than</c><00:01:54.720><c> three</c><00:01:54.960><c> span</c><00:01:56.640><c> and</c><00:01:56.960><c> you</c><00:01:57.119><c> have</c> with more than three span and you have with more than three span and you have so<00:01:57.600><c> many</c><00:01:58.000><c> continuous</c><00:01:58.880><c> being</c> so many continuous being so many continuous being in<00:01:59.680><c> a</c><00:02:00.479><c> reinforced</c><00:02:01.200><c> concrete</c><00:02:01.600><c> structure</c> in a reinforced concrete structure in a reinforced concrete structure the<00:02:03.119><c> amount</c><00:02:03.680><c> of</c><00:02:03.840><c> wood</c><00:02:04.159><c> that</c><00:02:04.399><c> you</c><00:02:04.560><c> have</c><00:02:04.719><c> to</c><00:02:05.040><c> do</c> the amount of wood that you have to do the amount of wood that you have to do is<00:02:06.880><c> beyond</c><00:02:07.439><c> your</c><00:02:08.119><c> imaginations</c> is beyond your imaginations is beyond your imaginations luckily<00:02:10.800><c> we</c><00:02:11.039><c> have</c><00:02:11.680><c> some</c><00:02:12.239><c> guide</c><00:02:12.720><c> from</c> luckily we have some guide from luckily we have some guide from euro<00:02:13.680><c> code</c> [Music] [Music] [Music] bs8110 bs8110 bs8110 this<00:02:22.560><c> method</c><00:02:23.200><c> is</c><00:02:23.520><c> relatively</c><00:02:24.400><c> easy</c> this method is relatively easy this method is relatively easy and<00:02:25.440><c> then</c><00:02:25.920><c> going</c><00:02:26.400><c> through</c><00:02:26.800><c> that</c><00:02:27.200><c> tedious</c> and then going through that tedious and then going through that tedious calculation<00:02:29.280><c> steps</c><00:02:31.280><c> however</c> calculation steps however calculation steps however this<00:02:32.720><c> method</c><00:02:33.519><c> is</c><00:02:33.760><c> actually</c><00:02:34.319><c> made</c><00:02:34.720><c> for</c> this method is actually made for this method is actually made for uniformly<00:02:36.239><c> distributed</c><00:02:37.120><c> continuous</c><00:02:38.000><c> member</c> uniformly distributed continuous member uniformly distributed continuous member with<00:02:39.440><c> an</c><00:02:39.760><c> approximate</c><00:02:40.879><c> equal</c><00:02:41.360><c> span</c> the<00:02:45.440><c> calculated</c><00:02:46.319><c> moment</c><00:02:47.040><c> and</c><00:02:47.360><c> shear</c><00:02:47.680><c> loads</c> the calculated moment and shear loads the calculated moment and shear loads are<00:02:48.840><c> normally</c><00:02:49.760><c> slightly</c><00:02:50.560><c> more</c><00:02:50.879><c> conservative</c> are normally slightly more conservative are normally slightly more conservative than<00:02:52.480><c> that</c><00:02:52.800><c> you</c><00:02:53.040><c> obtain</c><00:02:54.000><c> from</c><00:02:54.400><c> the</c> than that you obtain from the than that you obtain from the moment<00:02:55.599><c> distributions</c><00:02:56.480><c> method</c> moment distributions method moment distributions method but<00:02:58.560><c> this</c><00:02:58.879><c> is</c><00:02:59.120><c> okay</c><00:03:00.560><c> because</c><00:03:01.120><c> our</c><00:03:01.519><c> major</c> but this is okay because our major but this is okay because our major concern concern concern is<00:03:03.200><c> the</c><00:03:04.239><c> safety</c><00:03:04.879><c> of</c><00:03:05.040><c> the</c><00:03:05.280><c> structures</c> is the safety of the structures is the safety of the structures the<00:03:07.519><c> safety</c><00:03:08.159><c> of</c><00:03:08.239><c> the</c><00:03:08.480><c> structures</c><00:03:09.200><c> is</c><00:03:09.360><c> the</c> the safety of the structures is the the safety of the structures is the ultimate<00:03:10.080><c> concern</c> ultimate concern ultimate concern the<00:03:11.879><c> economical</c><00:03:12.879><c> solutions</c><00:03:14.319><c> will</c><00:03:14.560><c> be</c> the economical solutions will be the economical solutions will be the<00:03:16.239><c> added</c><00:03:16.720><c> value</c><00:03:17.200><c> to</c><00:03:17.360><c> the</c><00:03:17.519><c> design</c> the added value to the design the added value to the design the<00:03:19.680><c> recommended</c><00:03:20.720><c> design</c><00:03:21.360><c> moment</c><00:03:22.000><c> and</c><00:03:22.239><c> shares</c> the recommended design moment and shares the recommended design moment and shares are are are given<00:03:23.840><c> in</c><00:03:24.080><c> the</c><00:03:24.319><c> table</c><00:03:25.000><c> 3.5</c> given in the table 3.5 given in the table 3.5 in<00:03:27.959><c> bs8110</c> in bs8110 in bs8110 there<00:03:30.400><c> are</c><00:03:30.720><c> several</c><00:03:31.560><c> terminologies</c><00:03:32.560><c> here</c> this<00:03:35.360><c> represent</c><00:03:36.159><c> the</c><00:03:36.560><c> outer</c><00:03:37.040><c> support</c><00:03:37.840><c> which</c> this represent the outer support which this represent the outer support which is<00:03:38.319><c> here</c> is here is here the<00:03:40.720><c> near</c><00:03:41.200><c> middle</c><00:03:41.920><c> of</c><00:03:42.239><c> n</c><00:03:42.480><c> span</c><00:03:43.200><c> it</c><00:03:43.360><c> will</c><00:03:43.599><c> be</c> the near middle of n span it will be the near middle of n span it will be here<00:03:46.799><c> the</c><00:03:47.040><c> first</c><00:03:47.440><c> interior</c><00:03:48.080><c> support</c><00:03:48.560><c> it</c><00:03:48.720><c> will</c> here the first interior support it will here the first interior support it will be<00:03:49.120><c> here</c> the<00:03:52.239><c> middle</c><00:03:52.879><c> interior</c><00:03:53.519><c> span</c><00:03:54.080><c> it</c><00:03:54.239><c> will</c><00:03:54.400><c> be</c><00:03:54.640><c> here</c> and<00:03:57.680><c> the</c><00:03:57.920><c> interior</c><00:03:58.560><c> support</c><00:03:59.120><c> it</c><00:03:59.280><c> will</c><00:03:59.439><c> be</c><00:03:59.680><c> here</c> assuming<00:04:03.200><c> that</c><00:04:03.920><c> the</c><00:04:04.319><c> continuous</c><00:04:05.120><c> member</c> assuming that the continuous member assuming that the continuous member is<00:04:06.239><c> the</c><00:04:06.480><c> mirror</c><00:04:07.040><c> of</c><00:04:07.280><c> this</c> the<00:04:09.840><c> design</c><00:04:10.400><c> moment</c><00:04:10.879><c> and</c><00:04:11.120><c> shares</c><00:04:11.680><c> are</c><00:04:12.000><c> given</c> the design moment and shares are given the design moment and shares are given in<00:04:12.640><c> the</c><00:04:12.879><c> function</c> in the function in the function of<00:04:14.000><c> f</c><00:04:14.319><c> and</c><00:04:14.560><c> l</c><00:04:16.479><c> the</c><00:04:16.720><c> l</c> of f and l the l of f and l the l represent<00:04:17.759><c> the</c><00:04:18.079><c> effective</c><00:04:18.639><c> span</c><00:04:19.120><c> of</c><00:04:19.359><c> the</c> represent the effective span of the represent the effective span of the members members members and<00:04:21.759><c> the</c><00:04:22.000><c> f</c><00:04:22.400><c> represent</c><00:04:23.199><c> the</c><00:04:23.600><c> desired</c><00:04:24.160><c> ultimate</c> and the f represent the desired ultimate and the f represent the desired ultimate loot vs8110<00:04:29.280><c> you</c><00:04:29.440><c> use</c><00:04:29.840><c> the</c> vs8110 you use the vs8110 you use the desired<00:04:31.120><c> ultimate</c><00:04:31.759><c> load</c><00:04:32.080><c> factor</c><00:04:32.960><c> to</c><00:04:33.120><c> be</c><00:04:33.440><c> 1.4</c> desired ultimate load factor to be 1.4 desired ultimate load factor to be 1.4 gk gk gk and<00:04:35.120><c> 1.6</c><00:04:36.160><c> qk</c> and 1.6 qk and 1.6 qk since<00:04:38.880><c> now</c><00:04:39.280><c> we</c><00:04:39.600><c> are</c><00:04:39.919><c> shifting</c><00:04:40.639><c> towards</c><00:04:41.280><c> the</c> since now we are shifting towards the since now we are shifting towards the euro<00:04:42.160><c> code</c> euro code euro code the<00:04:43.759><c> factor</c><00:04:44.320><c> here</c><00:04:44.720><c> should</c><00:04:44.960><c> be</c><00:04:45.280><c> used</c><00:04:45.759><c> as</c><00:04:46.280><c> 1.35</c> the factor here should be used as 1.35 the factor here should be used as 1.35 and<00:04:47.840><c> here</c><00:04:48.320><c> to</c><00:04:48.560><c> be</c><00:04:48.960><c> used</c><00:04:49.360><c> as</c><00:04:49.680><c> 1.5</c> and here to be used as 1.5 and here to be used as 1.5 the<00:04:52.720><c> negative</c><00:04:53.600><c> sign</c><00:04:54.080><c> here</c><00:04:54.960><c> is</c><00:04:55.280><c> representing</c> the negative sign here is representing the negative sign here is representing the<00:04:56.720><c> negative</c><00:04:57.280><c> moment</c> the negative moment the negative moment at<00:04:58.320><c> the</c><00:04:58.720><c> support</c> by<00:05:02.160><c> using</c><00:05:02.639><c> this</c><00:05:03.039><c> table</c><00:05:03.840><c> we</c><00:05:04.080><c> can</c><00:05:04.400><c> quickly</c> by using this table we can quickly by using this table we can quickly determine<00:05:05.840><c> the</c> determine the determine the most<00:05:06.720><c> critical</c><00:05:07.280><c> moment</c><00:05:08.000><c> and</c><00:05:08.240><c> the</c><00:05:08.400><c> most</c> most critical moment and the most most critical moment and the most critical<00:05:09.520><c> share</c> critical share critical share acting<00:05:11.199><c> along</c><00:05:11.840><c> the</c><00:05:12.560><c> continuous</c><00:05:13.440><c> span</c> acting along the continuous span acting along the continuous span this<00:05:16.160><c> is</c><00:05:16.560><c> also</c><00:05:17.039><c> regardless</c><00:05:17.840><c> the</c><00:05:18.320><c> number</c> this is also regardless the number this is also regardless the number of<00:05:19.039><c> span</c><00:05:19.680><c> throughout</c><00:05:20.240><c> the</c><00:05:20.479><c> continuous</c><00:05:21.360><c> beam</c> of span throughout the continuous beam of span throughout the continuous beam however<00:05:23.840><c> bear</c><00:05:24.080><c> in</c><00:05:24.240><c> mind</c><00:05:24.639><c> that</c><00:05:25.520><c> this</c><00:05:25.840><c> table</c> however bear in mind that this table however bear in mind that this table is<00:05:27.199><c> applicable</c><00:05:28.320><c> under</c><00:05:28.720><c> the</c><00:05:28.960><c> conditions</c> is applicable under the conditions is applicable under the conditions where<00:05:30.240><c> the</c><00:05:30.800><c> qk</c><00:05:31.600><c> is</c><00:05:31.919><c> less</c><00:05:32.160><c> than</c><00:05:32.479><c> gk</c> where the qk is less than gk where the qk is less than gk the<00:05:33.919><c> loot</c><00:05:34.320><c> are</c><00:05:34.720><c> uniformly</c><00:05:35.520><c> distributed</c><00:05:36.479><c> for</c> the loot are uniformly distributed for the loot are uniformly distributed for at<00:05:37.039><c> least</c><00:05:37.520><c> three</c><00:05:38.000><c> continuous</c><00:05:38.880><c> span</c> at least three continuous span at least three continuous span and<00:05:40.240><c> the</c><00:05:40.479><c> maximum</c><00:05:41.520><c> differences</c><00:05:42.479><c> between</c> and the maximum differences between and the maximum differences between the<00:05:43.919><c> longer</c><00:05:44.400><c> span</c><00:05:44.960><c> and</c><00:05:45.120><c> the</c><00:05:45.360><c> shorter</c><00:05:45.840><c> span</c> the longer span and the shorter span the longer span and the shorter span should<00:05:47.280><c> be</c><00:05:47.759><c> within</c><00:05:48.560><c> 15</c><00:05:49.120><c> percent</c> should be within 15 percent should be within 15 percent of<00:05:50.160><c> the</c><00:05:50.639><c> longest</c><00:05:51.199><c> span</c> of the longest span of the longest span if<00:05:53.600><c> the</c><00:05:54.080><c> continuous</c><00:05:54.960><c> being</c><00:05:55.919><c> does</c><00:05:56.240><c> not</c><00:05:56.479><c> fulfill</c> if the continuous being does not fulfill if the continuous being does not fulfill these these these requirements<00:06:00.240><c> theoretically</c> requirements theoretically requirements theoretically this<00:06:01.919><c> table</c><00:06:02.639><c> is</c><00:06:02.880><c> not</c><00:06:03.639><c> applicable</c>
37	hca3hB1hu7s	3.9 Analysis of frame	https://www.youtube.com/watch?v=hca3hB1hu7s	3.9_Analysis_of_frame.en.vtt	analysis<00:00:00.960><c> of</c><00:00:01.280><c> frames</c><00:00:02.560><c> a</c><00:00:02.720><c> typical</c><00:00:03.360><c> reinforced</c> analysis of frames a typical reinforced analysis of frames a typical reinforced concrete<00:00:04.400><c> structures</c> concrete structures concrete structures is<00:00:06.319><c> basically</c><00:00:07.120><c> an</c><00:00:07.440><c> assembly</c><00:00:08.400><c> of</c> is basically an assembly of is basically an assembly of the<00:00:09.360><c> structural</c><00:00:10.080><c> elements</c><00:00:10.880><c> which</c><00:00:11.280><c> are</c><00:00:11.599><c> made</c> the structural elements which are made the structural elements which are made of of of reinforced<00:00:13.440><c> concrete</c><00:00:15.599><c> the</c><00:00:15.839><c> slab</c> reinforced concrete the slab reinforced concrete the slab the<00:00:17.039><c> beam</c><00:00:17.840><c> the</c><00:00:18.080><c> columns</c><00:00:19.119><c> the</c><00:00:19.359><c> foundations</c> the beam the columns the foundations the beam the columns the foundations and<00:00:21.039><c> even</c><00:00:21.439><c> the</c><00:00:21.760><c> walls</c> and even the walls and even the walls these<00:00:24.000><c> structural</c><00:00:24.720><c> elements</c><00:00:25.920><c> are</c><00:00:26.320><c> normally</c> these structural elements are normally these structural elements are normally cast<00:00:27.359><c> in</c><00:00:27.519><c> situ</c><00:00:28.960><c> so</c><00:00:29.279><c> that</c><00:00:29.599><c> the</c><00:00:29.840><c> entire</c> cast in situ so that the entire cast in situ so that the entire structures structures structures behave<00:00:32.559><c> as</c><00:00:33.040><c> a</c><00:00:33.360><c> monolithic</c><00:00:34.239><c> frames</c> behave as a monolithic frames behave as a monolithic frames the<00:00:36.719><c> internal</c><00:00:37.680><c> stresses</c><00:00:38.399><c> developed</c><00:00:38.960><c> within</c> the internal stresses developed within the internal stresses developed within the<00:00:39.680><c> structural</c><00:00:40.320><c> element</c> the structural element the structural element can<00:00:41.920><c> easily</c><00:00:42.480><c> be</c><00:00:42.879><c> transferred</c><00:00:43.520><c> from</c><00:00:44.399><c> a</c> can easily be transferred from a can easily be transferred from a structural<00:00:45.280><c> element</c><00:00:45.920><c> to</c> structural element to structural element to another<00:00:47.039><c> element</c><00:00:48.640><c> with</c><00:00:48.879><c> that</c> another element with that another element with that a<00:00:50.399><c> reinforced</c><00:00:51.120><c> concrete</c><00:00:51.440><c> structure</c><00:00:52.800><c> is</c> a reinforced concrete structure is a reinforced concrete structure is typically<00:00:54.160><c> analyzed</c><00:00:55.039><c> as</c><00:00:55.440><c> a</c><00:00:55.760><c> rigid</c><00:00:56.840><c> frame</c> typically analyzed as a rigid frame typically analyzed as a rigid frame it<00:00:58.719><c> is</c><00:00:59.120><c> more</c><00:00:59.559><c> economically</c><00:01:00.960><c> analyzed</c> it is more economically analyzed it is more economically analyzed so<00:01:04.640><c> the</c> so the so the columns<00:01:05.920><c> and</c><00:01:06.080><c> the</c><00:01:06.240><c> main</c><00:01:06.720><c> beings</c><00:01:07.439><c> within</c><00:01:08.000><c> the</c> columns and the main beings within the columns and the main beings within the frame<00:01:08.640><c> structures</c> frame structures frame structures are<00:01:10.080><c> considered</c><00:01:10.960><c> a</c><00:01:11.280><c> series</c><00:01:12.000><c> of</c><00:01:12.240><c> the</c> are considered a series of the are considered a series of the rigid<00:01:13.920><c> panel</c><00:01:14.479><c> strength</c><00:01:15.360><c> which</c><00:01:15.840><c> can</c><00:01:16.080><c> be</c> rigid panel strength which can be rigid panel strength which can be divided<00:01:17.280><c> into</c><00:01:18.159><c> two</c><00:01:18.560><c> main</c><00:01:18.880><c> classes</c> divided into two main classes divided into two main classes these<00:01:21.119><c> include</c><00:01:21.840><c> the</c><00:01:22.320><c> breeze</c><00:01:23.040><c> and</c><00:01:23.439><c> embrace</c> these include the breeze and embrace these include the breeze and embrace conditions<00:01:27.040><c> the</c><00:01:27.280><c> brace</c><00:01:27.759><c> friends</c> conditions the brace friends conditions the brace friends are<00:01:28.640><c> typically</c><00:01:29.520><c> supporting</c><00:01:30.320><c> the</c><00:01:30.640><c> vertical</c> are typically supporting the vertical are typically supporting the vertical load<00:01:31.520><c> only</c> load only load only while<00:01:33.200><c> the</c><00:01:33.439><c> embrace</c><00:01:34.079><c> conditions</c><00:01:35.280><c> have</c><00:01:35.520><c> the</c> while the embrace conditions have the while the embrace conditions have the friends<00:01:36.159><c> supporting</c><00:01:36.799><c> the</c><00:01:37.040><c> vertical</c> friends supporting the vertical friends supporting the vertical load<00:01:38.479><c> together</c><00:01:39.360><c> with</c><00:01:39.600><c> the</c><00:01:39.920><c> lateral</c><00:01:40.479><c> loads</c> load together with the lateral loads load together with the lateral loads under<00:01:43.280><c> the</c><00:01:43.520><c> brace</c><00:01:44.000><c> conditions</c><00:01:45.600><c> there</c><00:01:45.840><c> will</c><00:01:46.079><c> be</c> under the brace conditions there will be under the brace conditions there will be no<00:01:46.720><c> lateral</c><00:01:47.280><c> load</c><00:01:47.520><c> to</c><00:01:47.680><c> be</c><00:01:48.000><c> transmitted</c><00:01:48.799><c> within</c> no lateral load to be transmitted within no lateral load to be transmitted within the<00:01:49.840><c> columns</c><00:01:50.399><c> and</c><00:01:50.640><c> beams</c><00:01:52.000><c> the</c><00:01:52.399><c> lateral</c><00:01:52.960><c> loads</c> the columns and beams the lateral loads the columns and beams the lateral loads are<00:01:53.759><c> normally</c><00:01:54.320><c> received</c><00:01:55.040><c> by</c><00:01:55.360><c> the</c> are normally received by the are normally received by the shear<00:01:56.399><c> walls</c><00:01:57.200><c> lift</c><00:01:57.520><c> shafts</c><00:01:58.399><c> or</c><00:01:58.719><c> the</c> shear walls lift shafts or the shear walls lift shafts or the stairwells<00:02:01.600><c> as</c><00:02:01.920><c> for</c><00:02:02.159><c> the</c><00:02:02.399><c> embrace</c><00:02:02.960><c> conditions</c> stairwells as for the embrace conditions stairwells as for the embrace conditions the<00:02:05.680><c> frame</c><00:02:06.000><c> structures</c><00:02:07.360><c> is</c><00:02:07.680><c> to</c> the frame structures is to the frame structures is to resist<00:02:08.720><c> the</c><00:02:09.119><c> lateral</c><00:02:09.679><c> load</c><00:02:10.239><c> which</c><00:02:10.720><c> cause</c><00:02:11.039><c> the</c> resist the lateral load which cause the resist the lateral load which cause the bending<00:02:12.480><c> sharing</c><00:02:13.360><c> and</c><00:02:13.680><c> asian</c><00:02:14.160><c> looks</c><00:02:14.560><c> onto</c> bending sharing and asian looks onto bending sharing and asian looks onto the<00:02:15.360><c> beam</c><00:02:15.760><c> and</c><00:02:16.080><c> columns</c> the beam and columns the beam and columns the<00:02:18.640><c> design</c><00:02:19.200><c> and</c><00:02:19.440><c> analysis</c><00:02:20.800><c> for</c><00:02:21.040><c> the</c><00:02:21.280><c> embrace</c> the design and analysis for the embrace the design and analysis for the embrace conditions conditions conditions are<00:02:23.280><c> typically</c><00:02:24.319><c> more</c><00:02:24.879><c> tedious</c> are typically more tedious are typically more tedious and<00:02:26.720><c> complicated</c><00:02:28.720><c> for</c><00:02:28.879><c> the</c><00:02:29.120><c> time</c><00:02:29.440><c> being</c> and complicated for the time being and complicated for the time being we<00:02:30.800><c> focus</c><00:02:31.360><c> on</c><00:02:31.599><c> the</c><00:02:31.840><c> analysis</c><00:02:32.800><c> of</c><00:02:32.879><c> the</c><00:02:33.120><c> frame</c> we focus on the analysis of the frame we focus on the analysis of the frame brace<00:02:35.599><c> frame</c> the<00:02:38.640><c> brace</c><00:02:39.120><c> frame</c><00:02:39.599><c> are</c><00:02:39.760><c> normally</c><00:02:40.319><c> supporting</c> the brace frame are normally supporting the brace frame are normally supporting the<00:02:41.440><c> vertical</c><00:02:42.080><c> load</c><00:02:42.400><c> only</c> the vertical load only the vertical load only let's<00:02:44.480><c> say</c><00:02:44.879><c> this</c><00:02:45.280><c> is</c><00:02:45.680><c> the</c><00:02:46.480><c> global</c><00:02:47.040><c> frame</c><00:02:47.440><c> of</c> let's say this is the global frame of let's say this is the global frame of the<00:02:48.840><c> building</c><00:02:49.920><c> we</c><00:02:50.160><c> have</c><00:02:50.560><c> several</c><00:02:51.200><c> story</c> the building we have several story the building we have several story different<00:02:54.000><c> structures</c><00:02:54.879><c> is</c><00:02:55.280><c> theoretically</c><00:02:56.160><c> to</c> different structures is theoretically to different structures is theoretically to be<00:02:56.640><c> analyzed</c> be analyzed be analyzed flow<00:02:58.400><c> by</c><00:02:58.640><c> flow</c><00:02:59.840><c> for</c><00:03:00.159><c> simplicity</c> flow by flow for simplicity flow by flow for simplicity it<00:03:01.599><c> can</c><00:03:01.840><c> be</c><00:03:02.159><c> analyzed</c><00:03:03.120><c> in</c><00:03:03.360><c> the</c><00:03:03.920><c> mode</c><00:03:04.239><c> of</c> it can be analyzed in the mode of it can be analyzed in the mode of substitute<00:03:05.440><c> frames</c><00:03:07.280><c> the</c><00:03:07.519><c> substitute</c><00:03:08.159><c> frame</c> substitute frames the substitute frame substitute frames the substitute frame has<00:03:09.200><c> the</c><00:03:10.000><c> height</c><00:03:10.400><c> h1</c><00:03:11.120><c> and</c><00:03:11.280><c> h2</c> has the height h1 and h2 has the height h1 and h2 equals<00:03:12.959><c> to</c><00:03:13.280><c> the</c><00:03:14.000><c> story</c><00:03:14.560><c> height</c><00:03:15.040><c> of</c><00:03:15.280><c> the</c> equals to the story height of the equals to the story height of the structures structures structures we<00:03:18.080><c> will</c><00:03:18.400><c> use</c><00:03:18.800><c> the</c><00:03:19.200><c> concept</c><00:03:19.840><c> of</c><00:03:20.000><c> moment</c> we will use the concept of moment we will use the concept of moment distributions distributions distributions in<00:03:21.840><c> order</c><00:03:22.319><c> to</c><00:03:22.720><c> determine</c><00:03:23.440><c> the</c><00:03:23.840><c> moment</c> in order to determine the moment in order to determine the moment shared<00:03:25.840><c> in</c><00:03:26.080><c> the</c><00:03:26.640><c> columns</c><00:03:27.519><c> and</c> shared in the columns and shared in the columns and beams<00:03:30.120><c> analyzing</c> beams analyzing beams analyzing this<00:03:31.920><c> subframe</c><00:03:33.440><c> is</c><00:03:33.680><c> basically</c><00:03:34.400><c> analyzing</c><00:03:35.280><c> the</c> this subframe is basically analyzing the this subframe is basically analyzing the entire<00:03:36.159><c> frame</c> the<00:03:39.519><c> moment</c><00:03:40.159><c> and</c><00:03:40.400><c> share</c><00:03:41.519><c> developing</c><00:03:42.400><c> within</c> the moment and share developing within the moment and share developing within every<00:03:44.080><c> member</c><00:03:44.640><c> here</c><00:03:45.440><c> can</c><00:03:45.760><c> be</c><00:03:46.080><c> adopted</c> every member here can be adopted every member here can be adopted directly directly directly for<00:03:47.760><c> the</c><00:03:48.000><c> design</c> the<00:03:50.840><c> disadvantage</c><00:03:51.920><c> is</c><00:03:52.720><c> the</c><00:03:53.040><c> calculation</c><00:03:53.920><c> step</c> the disadvantage is the calculation step the disadvantage is the calculation step is<00:03:54.879><c> relatively</c><00:03:55.760><c> long</c><00:03:56.159><c> and</c><00:03:56.400><c> tedious</c> is relatively long and tedious is relatively long and tedious it<00:03:58.799><c> can</c><00:03:59.120><c> be</c><00:03:59.439><c> further</c><00:03:59.920><c> simplified</c><00:04:00.879><c> by</c><00:04:01.360><c> taking</c> it can be further simplified by taking it can be further simplified by taking portions<00:04:02.799><c> of</c><00:04:03.120><c> this</c><00:04:03.680><c> sub</c><00:04:04.000><c> frame</c> portions of this sub frame portions of this sub frame to<00:04:05.280><c> be</c><00:04:05.920><c> as</c><00:04:06.239><c> per</c><00:04:07.040><c> indicated</c><00:04:07.840><c> here</c> to be as per indicated here to be as per indicated here the<00:04:10.400><c> story</c><00:04:11.040><c> height</c><00:04:11.680><c> will</c><00:04:11.920><c> be</c><00:04:12.080><c> the</c><00:04:12.840><c> same</c> the story height will be the same the story height will be the same however<00:04:15.040><c> the</c><00:04:15.280><c> stiffness</c><00:04:16.000><c> of</c><00:04:16.160><c> the</c><00:04:16.400><c> beam</c><00:04:16.799><c> from</c> however the stiffness of the beam from however the stiffness of the beam from the<00:04:17.199><c> bow</c><00:04:17.519><c> side</c> the bow side the bow side it<00:04:18.160><c> will</c><00:04:18.400><c> be</c><00:04:19.280><c> half</c><00:04:19.600><c> of</c><00:04:19.759><c> the</c><00:04:20.000><c> stiffness</c> it will be half of the stiffness it will be half of the stiffness as<00:04:21.919><c> per</c><00:04:22.639><c> the</c><00:04:23.280><c> subframe</c><00:04:24.080><c> here</c> this<00:04:28.080><c> sub</c><00:04:28.320><c> frame</c><00:04:29.199><c> theoretically</c> this sub frame theoretically this sub frame theoretically is<00:04:31.120><c> able</c><00:04:31.680><c> to</c><00:04:32.160><c> analyze</c><00:04:32.960><c> the</c> is able to analyze the is able to analyze the middle<00:04:34.240><c> beam</c><00:04:34.639><c> here</c><00:04:35.680><c> and</c><00:04:36.080><c> the</c><00:04:36.479><c> columns</c> you<00:04:39.680><c> will</c><00:04:39.919><c> be</c><00:04:40.160><c> able</c><00:04:40.720><c> to</c><00:04:41.280><c> obtain</c><00:04:41.919><c> the</c> you will be able to obtain the you will be able to obtain the moment<00:04:43.120><c> and</c><00:04:43.360><c> share</c><00:04:43.680><c> load</c><00:04:44.240><c> on</c><00:04:44.479><c> the</c><00:04:44.720><c> middle</c><00:04:45.199><c> beam</c> moment and share load on the middle beam moment and share load on the middle beam here here here and<00:04:47.120><c> to</c><00:04:47.520><c> obtain</c><00:04:48.000><c> the</c><00:04:48.320><c> moment</c><00:04:49.199><c> acting</c> and to obtain the moment acting and to obtain the moment acting on<00:04:50.000><c> the</c><00:04:50.240><c> column</c><00:04:51.919><c> but</c><00:04:52.240><c> you</c><00:04:52.479><c> were</c><00:04:52.720><c> unable</c><00:04:53.360><c> to</c> on the column but you were unable to on the column but you were unable to obtain<00:04:54.400><c> the</c><00:04:54.720><c> share</c><00:04:55.040><c> loop</c><00:04:55.280><c> acting</c><00:04:55.919><c> on</c><00:04:56.080><c> the</c> obtain the share loop acting on the obtain the share loop acting on the column column column also<00:04:59.040><c> this</c><00:04:59.520><c> subframe</c><00:05:00.639><c> is</c> also this subframe is also this subframe is only<00:05:01.520><c> applicable</c><00:05:02.479><c> when</c><00:05:02.800><c> the</c><00:05:03.199><c> center</c><00:05:03.680><c> span</c> only applicable when the center span only applicable when the center span is<00:05:04.800><c> greater</c><00:05:05.520><c> than</c><00:05:05.919><c> the</c><00:05:06.160><c> two</c><00:05:06.560><c> adjacent</c><00:05:07.199><c> spans</c> is greater than the two adjacent spans is greater than the two adjacent spans you<00:05:09.360><c> may</c><00:05:09.680><c> also</c><00:05:10.160><c> simplify</c><00:05:11.120><c> the</c><00:05:12.080><c> subframe</c> you may also simplify the subframe you may also simplify the subframe further<00:05:13.759><c> into</c><00:05:14.400><c> this</c><00:05:14.880><c> subframe</c> further into this subframe further into this subframe with<00:05:17.360><c> that</c><00:05:17.919><c> you</c><00:05:18.240><c> are</c><00:05:18.400><c> only</c><00:05:18.960><c> able</c><00:05:19.520><c> to</c><00:05:20.000><c> analyze</c> with that you are only able to analyze with that you are only able to analyze the the the moment<00:05:21.840><c> at</c><00:05:22.160><c> the</c><00:05:22.840><c> column</c> moment at the column moment at the column the<00:05:24.960><c> k</c><00:05:25.919><c> for</c><00:05:26.160><c> the</c><00:05:26.400><c> beam</c><00:05:26.800><c> for</c><00:05:27.039><c> the</c><00:05:27.199><c> both</c><00:05:27.520><c> side</c><00:05:27.759><c> of</c> the k for the beam for the both side of the k for the beam for the both side of the<00:05:28.080><c> column</c><00:05:28.639><c> will</c><00:05:28.880><c> be</c> the column will be the column will be half<00:05:29.680><c> of</c><00:05:29.840><c> the</c><00:05:30.160><c> stiffness</c><00:05:30.960><c> of</c><00:05:31.199><c> the</c><00:05:31.600><c> original</c> half of the stiffness of the original half of the stiffness of the original beam depending<00:05:36.080><c> the</c><00:05:36.400><c> sub</c><00:05:36.639><c> frame</c><00:05:37.039><c> that</c><00:05:37.280><c> you</c><00:05:37.360><c> are</c> depending the sub frame that you are depending the sub frame that you are using<00:05:38.080><c> to</c><00:05:38.400><c> analyze</c><00:05:39.039><c> the</c><00:05:39.280><c> structures</c> using to analyze the structures using to analyze the structures the<00:05:42.080><c> design</c><00:05:42.720><c> moment</c><00:05:43.199><c> of</c><00:05:43.360><c> the</c><00:05:43.600><c> column</c><00:05:44.320><c> may</c><00:05:44.720><c> vary</c> the design moment of the column may vary the design moment of the column may vary slightly slightly slightly you<00:05:47.199><c> may</c><00:05:47.520><c> choose</c><00:05:48.000><c> any</c><00:05:48.479><c> of</c><00:05:48.639><c> the</c><00:05:48.880><c> method</c> you may choose any of the method you may choose any of the method depending<00:05:51.280><c> on</c><00:05:51.600><c> your</c><00:05:52.240><c> needs</c> depending on your needs depending on your needs whether<00:05:54.000><c> you</c><00:05:54.400><c> like</c><00:05:54.639><c> it</c><00:05:54.800><c> to</c><00:05:55.039><c> be</c><00:05:55.360><c> more</c><00:05:55.600><c> precise</c> whether you like it to be more precise whether you like it to be more precise or<00:05:58.000><c> more</c><00:05:58.440><c> simplified</c>
38	0vNhnNU7PJ4	3.10 Example: Frame analysis	https://www.youtube.com/watch?v=0vNhnNU7PJ4	3.10_Example_-_Frame_analysis.en.vtt	let<00:00:00.320><c> us</c><00:00:00.560><c> try</c><00:00:00.880><c> an</c><00:00:01.120><c> example</c><00:00:01.920><c> to</c><00:00:02.320><c> analyze</c><00:00:03.120><c> the</c> let us try an example to analyze the let us try an example to analyze the frame<00:00:03.840><c> structures</c><00:00:05.680><c> the</c><00:00:06.080><c> substitute</c><00:00:06.799><c> frame</c> frame structures the substitute frame frame structures the substitute frame here here here is<00:00:08.160><c> subjected</c><00:00:08.880><c> to</c><00:00:09.360><c> the</c><00:00:09.760><c> characteristic</c> is subjected to the characteristic is subjected to the characteristic actions actions actions which<00:00:11.920><c> is</c><00:00:12.400><c> uniformly</c><00:00:13.200><c> distributed</c><00:00:14.080><c> along</c><00:00:14.480><c> the</c> which is uniformly distributed along the which is uniformly distributed along the beam beam beam the<00:00:16.560><c> permanent</c><00:00:17.199><c> action</c><00:00:18.000><c> is</c><00:00:18.240><c> 25</c><00:00:18.960><c> kilo</c><00:00:19.279><c> newton</c> the permanent action is 25 kilo newton the permanent action is 25 kilo newton per<00:00:19.920><c> meter</c> per meter per meter while<00:00:21.119><c> the</c><00:00:21.359><c> variable</c><00:00:22.080><c> actions</c><00:00:22.800><c> is</c><00:00:23.119><c> 10</c><00:00:23.359><c> kilo</c> while the variable actions is 10 kilo while the variable actions is 10 kilo newton<00:00:24.240><c> per</c> newton per newton per meter<00:00:26.640><c> the</c><00:00:26.880><c> beam</c><00:00:27.279><c> have</c><00:00:27.519><c> a</c><00:00:27.680><c> suctions</c> meter the beam have a suctions meter the beam have a suctions of<00:00:28.720><c> 300</c><00:00:29.439><c> times</c><00:00:29.840><c> 600</c><00:00:31.119><c> and</c><00:00:31.439><c> the</c><00:00:31.679><c> column</c><00:00:32.160><c> had</c><00:00:32.320><c> the</c> of 300 times 600 and the column had the of 300 times 600 and the column had the sections sections sections of<00:00:33.920><c> 350</c><00:00:34.800><c> time</c><00:00:35.200><c> 300</c> of 350 time 300 of 350 time 300 the<00:00:37.520><c> upper</c><00:00:37.920><c> column</c><00:00:38.559><c> is</c><00:00:38.800><c> 3.5</c><00:00:39.680><c> meter</c> the upper column is 3.5 meter the upper column is 3.5 meter and<00:00:40.719><c> the</c><00:00:40.960><c> lower</c><00:00:41.360><c> column</c><00:00:41.840><c> is</c><00:00:42.160><c> 4</c><00:00:42.840><c> meter</c> and the lower column is 4 meter and the lower column is 4 meter the<00:00:44.480><c> effective</c><00:00:45.120><c> length</c><00:00:45.440><c> of</c><00:00:45.600><c> the</c><00:00:46.079><c> beam</c><00:00:46.480><c> is</c><00:00:46.719><c> 6</c> the effective length of the beam is 6 the effective length of the beam is 6 meter meter meter 4<00:00:48.000><c> meter</c><00:00:48.719><c> and</c><00:00:49.120><c> 6</c><00:00:49.440><c> meter</c> 4 meter and 6 meter 4 meter and 6 meter you<00:00:51.840><c> are</c><00:00:52.079><c> asked</c><00:00:52.399><c> to</c><00:00:52.719><c> analyze</c><00:00:53.360><c> the</c><00:00:53.520><c> shear</c><00:00:53.840><c> force</c> you are asked to analyze the shear force you are asked to analyze the shear force and<00:00:54.480><c> the</c><00:00:54.640><c> bending</c><00:00:55.120><c> moment</c> and the bending moment and the bending moment acting<00:00:56.320><c> along</c><00:00:56.800><c> the</c><00:00:57.039><c> beam</c><00:00:57.680><c> and</c><00:00:58.480><c> column</c> acting along the beam and column acting along the beam and column you<00:01:00.320><c> may</c><00:01:00.640><c> pause</c><00:01:00.960><c> the</c><00:01:01.120><c> video</c><00:01:01.520><c> for</c><00:01:01.760><c> a</c><00:01:01.840><c> while</c><00:01:02.559><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:03.039><c> to</c><00:01:03.359><c> work</c><00:01:03.680><c> out</c><00:01:03.920><c> the</c><00:01:04.320><c> solution</c> you to work out the solution you to work out the solution to<00:01:06.640><c> solve</c><00:01:07.040><c> these</c><00:01:07.280><c> questions</c><00:01:08.320><c> first</c><00:01:08.720><c> you</c><00:01:08.960><c> need</c> to solve these questions first you need to solve these questions first you need to to to determine<00:01:10.320><c> the</c><00:01:10.560><c> stimulus</c><00:01:11.439><c> of</c><00:01:11.920><c> every</c><00:01:12.320><c> single</c> determine the stimulus of every single determine the stimulus of every single element element element of<00:01:13.760><c> the</c><00:01:14.400><c> frame</c><00:01:15.680><c> this</c><00:01:16.080><c> includes</c><00:01:16.560><c> the</c> of the frame this includes the of the frame this includes the beam<00:01:17.840><c> and</c><00:01:18.000><c> the</c><00:01:18.240><c> columns</c><00:01:20.240><c> the</c><00:01:20.479><c> k</c> beam and the columns the k beam and the columns the k is<00:01:21.200><c> obtained</c><00:01:21.920><c> by</c><00:01:22.479><c> this</c><00:01:22.799><c> equations</c><00:01:23.840><c> which</c><00:01:24.159><c> is</c> is obtained by this equations which is is obtained by this equations which is equals<00:01:25.119><c> to</c><00:01:25.600><c> e</c><00:01:26.000><c> i</c><00:01:26.320><c> per</c><00:01:26.560><c> l</c> equals to e i per l equals to e i per l the<00:01:28.320><c> second</c><00:01:28.720><c> moment</c><00:01:29.200><c> of</c><00:01:29.360><c> inertia</c><00:01:30.240><c> is</c><00:01:31.040><c> obtained</c> the second moment of inertia is obtained the second moment of inertia is obtained as<00:01:32.240><c> b</c><00:01:32.560><c> h</c><00:01:32.880><c> power</c><00:01:33.200><c> 3</c><00:01:33.520><c> by</c><00:01:33.759><c> 12.</c> as b h power 3 by 12. as b h power 3 by 12. since<00:01:36.560><c> the</c><00:01:36.880><c> entire</c><00:01:37.520><c> frame</c><00:01:38.240><c> is</c><00:01:38.560><c> made</c><00:01:38.880><c> of</c> since the entire frame is made of since the entire frame is made of reinforced<00:01:39.840><c> concrete</c> reinforced concrete reinforced concrete the<00:01:41.200><c> e</c><00:01:41.600><c> is</c><00:01:41.840><c> constant</c><00:01:43.360><c> they</c><00:01:43.680><c> may</c> the e is constant they may the e is constant they may cancel<00:01:44.560><c> out</c><00:01:44.799><c> each</c><00:01:45.040><c> other</c><00:01:45.920><c> therefore</c><00:01:46.799><c> it</c><00:01:47.040><c> can</c> cancel out each other therefore it can cancel out each other therefore it can be be be ignored<00:01:49.759><c> the</c><00:01:50.159><c> second</c><00:01:50.560><c> moment</c><00:01:51.040><c> of</c><00:01:51.200><c> inertias</c> ignored the second moment of inertias ignored the second moment of inertias for<00:01:52.159><c> the</c><00:01:52.399><c> beam</c> for the beam for the beam and<00:01:53.119><c> columns</c><00:01:53.759><c> are</c><00:01:54.000><c> calculated</c><00:01:54.960><c> here</c> and columns are calculated here and columns are calculated here the<00:01:56.719><c> k</c><00:01:57.040><c> for</c><00:01:57.280><c> the</c><00:01:57.520><c> beams</c><00:01:58.479><c> are</c><00:01:58.880><c> determined</c><00:01:59.680><c> by</c> the k for the beams are determined by the k for the beams are determined by their<00:02:00.560><c> respective</c><00:02:01.360><c> effective</c><00:02:02.000><c> length</c> their respective effective length their respective effective length as<00:02:03.920><c> obtained</c><00:02:04.560><c> here</c> as obtained here as obtained here sames<00:02:07.119><c> goes</c><00:02:07.439><c> to</c><00:02:07.600><c> the</c><00:02:07.840><c> columns</c> with<00:02:11.039><c> that</c><00:02:11.599><c> the</c><00:02:11.840><c> k</c><00:02:12.319><c> of</c><00:02:12.560><c> the</c><00:02:12.800><c> columns</c><00:02:13.360><c> and</c><00:02:13.599><c> beams</c> with that the k of the columns and beams with that the k of the columns and beams are<00:02:14.480><c> summarized</c><00:02:15.200><c> here</c> are summarized here are summarized here which<00:02:16.480><c> is</c><00:02:16.800><c> in</c><00:02:16.959><c> the</c><00:02:17.120><c> functions</c><00:02:17.840><c> of</c><00:02:18.239><c> 10</c><00:02:18.640><c> power</c> which is in the functions of 10 power which is in the functions of 10 power negative<00:02:19.920><c> 3.</c><00:02:21.200><c> next</c><00:02:21.680><c> we</c><00:02:21.920><c> need</c><00:02:22.239><c> to</c> negative 3. next we need to negative 3. next we need to calculate<00:02:23.280><c> the</c><00:02:23.640><c> distributions</c><00:02:24.640><c> factors</c> calculate the distributions factors calculate the distributions factors it<00:02:26.480><c> is</c><00:02:26.800><c> obtained</c><00:02:27.360><c> based</c><00:02:27.760><c> on</c><00:02:28.080><c> these</c><00:02:28.400><c> equations</c> it is obtained based on these equations it is obtained based on these equations which<00:02:30.239><c> is</c><00:02:30.640><c> the</c><00:02:31.360><c> stiffness</c><00:02:32.160><c> of</c><00:02:32.400><c> the</c><00:02:32.720><c> respective</c> which is the stiffness of the respective which is the stiffness of the respective member member member to<00:02:34.640><c> the</c><00:02:35.040><c> total</c><00:02:35.599><c> stiffness</c><00:02:36.640><c> of</c><00:02:37.120><c> every</c><00:02:37.519><c> element</c> to the total stiffness of every element to the total stiffness of every element to<00:02:38.560><c> the</c><00:02:38.720><c> same</c><00:02:39.120><c> joint</c><00:02:41.040><c> for</c><00:02:41.360><c> joint</c> to the same joint for joint to the same joint for joint a<00:02:42.319><c> and</c><00:02:42.640><c> d</c><00:02:43.440><c> there</c><00:02:43.760><c> are</c><00:02:44.000><c> only</c><00:02:44.480><c> three</c><00:02:44.879><c> elements</c> a and d there are only three elements a and d there are only three elements the<00:02:46.640><c> total</c><00:02:47.120><c> stiffness</c><00:02:47.920><c> of</c><00:02:48.080><c> the</c><00:02:48.319><c> joint</c><00:02:48.959><c> is</c> the total stiffness of the joint is the total stiffness of the joint is determined determined determined by<00:02:50.480><c> summing</c><00:02:51.200><c> the</c><00:02:51.840><c> stiffness</c><00:02:52.560><c> of</c><00:02:52.720><c> the</c><00:02:52.959><c> tree</c> by summing the stiffness of the tree by summing the stiffness of the tree member member member as<00:02:55.840><c> given</c><00:02:56.400><c> here</c><00:02:57.640><c> 1.48</c> as given here 1.48 as given here 1.48 the<00:03:00.400><c> joint</c><00:03:00.879><c> b</c><00:03:01.360><c> and</c><00:03:01.599><c> c</c><00:03:02.000><c> here</c><00:03:02.720><c> constitutes</c><00:03:03.599><c> of</c> the joint b and c here constitutes of the joint b and c here constitutes of 4<00:03:04.480><c> members</c><00:03:05.280><c> 2</c><00:03:05.680><c> columns</c><00:03:06.319><c> and</c><00:03:06.560><c> 2</c><00:03:06.959><c> beams</c> 4 members 2 columns and 2 beams 4 members 2 columns and 2 beams the<00:03:08.720><c> total</c><00:03:09.200><c> stiffness</c><00:03:09.920><c> of</c><00:03:10.080><c> the</c><00:03:10.319><c> joint</c><00:03:10.720><c> here</c><00:03:11.440><c> is</c> the total stiffness of the joint here is the total stiffness of the joint here is given<00:03:12.319><c> here</c> given here given here 2.38<00:03:15.840><c> the</c> 2.38 the 2.38 the distribution<00:03:17.040><c> factors</c><00:03:17.599><c> for</c><00:03:17.760><c> the</c><00:03:18.080><c> beam</c><00:03:18.480><c> here</c> distribution factors for the beam here distribution factors for the beam here is<00:03:19.360><c> obtained</c><00:03:19.920><c> by</c> is obtained by is obtained by dividing<00:03:21.120><c> the</c><00:03:21.519><c> stiffness</c><00:03:22.159><c> of</c><00:03:22.319><c> the</c><00:03:22.560><c> beam</c><00:03:23.280><c> with</c> dividing the stiffness of the beam with dividing the stiffness of the beam with the<00:03:23.920><c> stiffness</c><00:03:24.720><c> of</c><00:03:24.879><c> the</c> the stiffness of the the stiffness of the entire<00:03:26.000><c> column</c><00:03:26.959><c> the</c><00:03:27.200><c> upper</c><00:03:27.760><c> and</c><00:03:27.920><c> the</c><00:03:28.080><c> lower</c> entire column the upper and the lower entire column the upper and the lower column column column the<00:03:30.480><c> total</c><00:03:30.959><c> stiffness</c><00:03:31.680><c> of</c><00:03:31.760><c> the</c><00:03:32.000><c> upper</c><00:03:32.480><c> and</c> the total stiffness of the upper and the total stiffness of the upper and lower<00:03:33.040><c> column</c> lower column lower column is<00:03:34.760><c> 0.58</c> is 0.58 is 0.58 as<00:03:37.680><c> for</c><00:03:38.000><c> the</c><00:03:38.239><c> distribution</c><00:03:39.200><c> factor</c><00:03:39.760><c> for</c><00:03:40.159><c> this</c> as for the distribution factor for this as for the distribution factor for this member<00:03:41.120><c> here</c><00:03:42.319><c> it</c><00:03:42.560><c> is</c><00:03:42.799><c> determined</c><00:03:43.519><c> by</c> member here it is determined by member here it is determined by dividing<00:03:44.879><c> the</c><00:03:45.200><c> stiffness</c><00:03:45.920><c> of</c><00:03:46.080><c> this</c><00:03:46.400><c> member</c> dividing the stiffness of this member dividing the stiffness of this member with<00:03:47.680><c> the</c><00:03:48.080><c> total</c><00:03:49.200><c> stiffness</c><00:03:50.239><c> which</c><00:03:50.560><c> is</c> with the total stiffness which is with the total stiffness which is equals<00:03:51.599><c> to</c><00:03:52.200><c> 2.38</c> you<00:03:56.239><c> obtain</c><00:03:57.319><c> 0.32</c><00:03:58.560><c> as</c><00:03:58.879><c> the</c><00:03:59.120><c> distribution</c> you obtain 0.32 as the distribution you obtain 0.32 as the distribution factor<00:04:00.560><c> for</c><00:04:00.879><c> the</c><00:04:01.200><c> beam</c><00:04:01.680><c> at</c><00:04:01.920><c> joint</c><00:04:02.400><c> b</c><00:04:02.720><c> here</c> factor for the beam at joint b here factor for the beam at joint b here repeat<00:04:05.200><c> the</c><00:04:05.360><c> same</c><00:04:05.840><c> process</c><00:04:06.720><c> for</c><00:04:06.959><c> you</c><00:04:07.280><c> to</c> repeat the same process for you to repeat the same process for you to determine<00:04:08.560><c> the</c><00:04:08.959><c> distribution</c><00:04:09.840><c> factors</c><00:04:10.640><c> on</c> determine the distribution factors on determine the distribution factors on the<00:04:11.200><c> columns</c> the columns the columns and<00:04:12.799><c> on</c><00:04:13.040><c> the</c><00:04:13.200><c> beams</c><00:04:13.920><c> of</c><00:04:14.159><c> each</c><00:04:14.560><c> joint</c> and on the beams of each joint and on the beams of each joint the<00:04:16.880><c> distributions</c><00:04:17.919><c> factors</c><00:04:18.720><c> are</c><00:04:19.040><c> outlined</c> the distributions factors are outlined the distributions factors are outlined here here here theoretically<00:04:23.520><c> the</c><00:04:23.759><c> summations</c><00:04:24.639><c> of</c><00:04:24.800><c> the</c> theoretically the summations of the theoretically the summations of the distribution<00:04:25.919><c> factor</c> distribution factor distribution factor on<00:04:26.800><c> each</c><00:04:27.199><c> join</c><00:04:28.000><c> should</c><00:04:28.240><c> be</c><00:04:28.560><c> equals</c><00:04:29.120><c> to</c><00:04:29.720><c> 1.0</c> on each join should be equals to 1.0 on each join should be equals to 1.0 this<00:04:32.479><c> should</c><00:04:32.800><c> also</c><00:04:33.280><c> be</c><00:04:33.800><c> 1.0</c> this should also be 1.0 this should also be 1.0 based<00:04:36.960><c> on</c><00:04:37.120><c> the</c><00:04:37.360><c> distributions</c><00:04:38.240><c> factors</c><00:04:38.880><c> given</c> based on the distributions factors given based on the distributions factors given here here here we<00:04:40.479><c> will</c><00:04:40.720><c> know</c><00:04:41.040><c> that</c><00:04:41.680><c> the</c><00:04:42.000><c> being</c><00:04:42.400><c> will</c><00:04:42.639><c> take</c> we will know that the being will take we will know that the being will take about<00:04:43.360><c> 61</c> about 61 about 61 of<00:04:44.800><c> the</c><00:04:44.960><c> moment</c><00:04:45.759><c> while</c><00:04:46.320><c> both</c><00:04:46.720><c> column</c><00:04:47.280><c> will</c> of the moment while both column will of the moment while both column will take<00:04:47.840><c> about</c> take about take about 39<00:04:49.280><c> percent</c><00:04:49.840><c> of</c><00:04:50.000><c> the</c><00:04:50.720><c> moment</c> 39 percent of the moment 39 percent of the moment next<00:04:52.720><c> we</c><00:04:52.880><c> need</c><00:04:53.120><c> to</c><00:04:53.520><c> analyze</c><00:04:54.320><c> for</c><00:04:54.639><c> the</c><00:04:55.040><c> fixed</c> next we need to analyze for the fixed next we need to analyze for the fixed end<00:04:55.680><c> moment</c> end moment end moment of<00:04:56.800><c> the</c><00:04:57.280><c> beams</c><00:04:59.040><c> using</c><00:04:59.520><c> the</c> of the beams using the of the beams using the load<00:05:00.320><c> set</c><00:05:00.720><c> one</c><00:05:01.680><c> for</c><00:05:02.000><c> three</c><00:05:02.320><c> continuous</c><00:05:03.199><c> band</c> load set one for three continuous band load set one for three continuous band you<00:05:04.080><c> will</c><00:05:04.320><c> have</c><00:05:04.720><c> four</c><00:05:05.039><c> combinations</c><00:05:06.080><c> of</c><00:05:06.400><c> loads</c> you will have four combinations of loads you will have four combinations of loads the<00:05:08.479><c> load</c><00:05:08.840><c> combinations</c><00:05:10.240><c> will</c><00:05:10.479><c> be</c> the load combinations will be the load combinations will be something<00:05:11.919><c> like</c><00:05:12.160><c> this</c><00:05:14.160><c> there</c><00:05:14.400><c> will</c><00:05:14.639><c> be</c> something like this there will be something like this there will be alternate<00:05:15.520><c> between</c><00:05:16.000><c> maximum</c><00:05:16.639><c> and</c><00:05:16.800><c> minimum</c> alternate between maximum and minimum alternate between maximum and minimum and<00:05:18.880><c> there</c><00:05:19.120><c> will</c><00:05:19.360><c> be</c><00:05:19.759><c> two</c><00:05:20.160><c> continuous</c><00:05:21.039><c> members</c> and there will be two continuous members and there will be two continuous members with<00:05:21.759><c> maximum</c> with maximum with maximum which<00:05:23.120><c> sweep</c><00:05:24.240><c> along</c><00:05:24.800><c> the</c><00:05:25.120><c> spans</c> we're<00:05:27.919><c> going</c><00:05:28.320><c> to</c><00:05:28.720><c> analyze</c><00:05:29.440><c> the</c><00:05:29.680><c> first</c><00:05:30.080><c> load</c> we're going to analyze the first load we're going to analyze the first load case case case first<00:05:32.960><c> which</c><00:05:33.280><c> give</c><00:05:33.600><c> us</c><00:05:33.840><c> the</c> first which give us the first which give us the maximum<00:05:35.199><c> minimum</c><00:05:36.160><c> and</c><00:05:36.720><c> maximum</c><00:05:37.520><c> load</c> maximum minimum and maximum load maximum minimum and maximum load arrangement arrangement arrangement the<00:05:39.759><c> maximum</c><00:05:40.479><c> load</c><00:05:41.039><c> include</c><00:05:41.600><c> the</c> the maximum load include the the maximum load include the qk<00:05:43.440><c> while</c><00:05:43.840><c> the</c><00:05:44.080><c> minimum</c><00:05:44.720><c> load</c><00:05:45.039><c> disregard</c><00:05:45.840><c> the</c> qk while the minimum load disregard the qk while the minimum load disregard the qk<00:05:47.759><c> the</c><00:05:48.000><c> equations</c><00:05:48.960><c> for</c><00:05:49.280><c> fixed</c><00:05:49.680><c> end</c><00:05:49.919><c> moment</c> qk the equations for fixed end moment qk the equations for fixed end moment will<00:05:50.880><c> refers</c><00:05:51.520><c> to</c><00:05:52.080><c> the</c><00:05:52.479><c> table</c><00:05:53.120><c> of</c><00:05:53.440><c> equations</c> will refers to the table of equations will refers to the table of equations here<00:05:57.440><c> in</c><00:05:57.600><c> the</c><00:05:57.840><c> analysis</c><00:05:58.639><c> of</c><00:05:58.800><c> the</c><00:05:59.039><c> frame</c> the<00:06:01.919><c> n</c><00:06:02.160><c> support</c><00:06:02.720><c> here</c><00:06:03.120><c> is</c><00:06:03.360><c> no</c><00:06:03.600><c> longer</c> the n support here is no longer the n support here is no longer considered<00:06:04.880><c> as</c> considered as considered as simply<00:06:06.000><c> supported</c><00:06:07.840><c> it</c><00:06:08.000><c> will</c><00:06:08.400><c> carry</c><00:06:08.880><c> the</c> simply supported it will carry the simply supported it will carry the moment<00:06:09.520><c> together</c><00:06:10.240><c> with</c><00:06:10.560><c> the</c><00:06:10.720><c> column</c> moment together with the column moment together with the column with<00:06:12.639><c> that</c><00:06:13.280><c> the</c><00:06:13.600><c> fixed</c><00:06:14.000><c> end</c><00:06:14.319><c> moments</c> with that the fixed end moments with that the fixed end moments for<00:06:15.520><c> the</c><00:06:15.759><c> maximum</c><00:06:16.479><c> and</c><00:06:16.639><c> minimums</c><00:06:17.520><c> are</c> for the maximum and minimums are for the maximum and minimums are obtained<00:06:18.479><c> as</c> obtained as obtained as given<00:06:19.360><c> here</c><00:06:20.960><c> as</c><00:06:21.360><c> illustrated</c> given here as illustrated given here as illustrated in<00:06:22.800><c> the</c><00:06:23.039><c> diagram</c><00:06:23.600><c> here</c><00:06:25.360><c> you</c><00:06:25.600><c> will</c><00:06:25.840><c> see</c><00:06:26.160><c> here</c> in the diagram here you will see here in the diagram here you will see here there<00:06:26.880><c> is</c><00:06:27.520><c> differences</c><00:06:28.319><c> between</c><00:06:28.880><c> the</c><00:06:29.280><c> fixed</c> there is differences between the fixed there is differences between the fixed and<00:06:29.840><c> moment</c><00:06:30.400><c> f</c><00:06:30.720><c> both</c><00:06:31.199><c> end</c><00:06:31.440><c> of</c><00:06:31.600><c> the</c><00:06:31.840><c> beam</c> and moment f both end of the beam and moment f both end of the beam and<00:06:33.120><c> for</c><00:06:33.280><c> the</c><00:06:33.520><c> time</c><00:06:33.919><c> being</c><00:06:34.479><c> the</c><00:06:34.720><c> moment</c><00:06:35.520><c> still</c> and for the time being the moment still and for the time being the moment still yet<00:06:36.319><c> to</c><00:06:36.639><c> contribute</c><00:06:37.360><c> any</c><00:06:37.600><c> resistance</c><00:06:38.400><c> to</c> yet to contribute any resistance to yet to contribute any resistance to the<00:06:39.120><c> moment</c><00:06:40.400><c> therefore</c><00:06:40.960><c> you're</c><00:06:41.120><c> going</c><00:06:41.440><c> to</c> the moment therefore you're going to the moment therefore you're going to expect<00:06:42.160><c> this</c><00:06:42.560><c> moment</c><00:06:43.039><c> later</c> expect this moment later expect this moment later is<00:06:44.240><c> to</c><00:06:44.400><c> be</c><00:06:45.240><c> redistributed</c><00:06:46.800><c> to</c><00:06:47.039><c> be</c> is to be redistributed to be is to be redistributed to be sustained<00:06:48.800><c> by</c><00:06:49.280><c> different</c><00:06:50.000><c> elements</c><00:06:50.720><c> of</c><00:06:50.880><c> the</c> sustained by different elements of the sustained by different elements of the frame frame frame with<00:06:52.880><c> that</c><00:06:53.120><c> we</c><00:06:53.360><c> have</c><00:06:53.520><c> to</c><00:06:53.759><c> go</c><00:06:54.080><c> through</c><00:06:54.560><c> a</c> with that we have to go through a with that we have to go through a calculation<00:06:55.759><c> step</c> calculation step calculation step to<00:06:56.880><c> distribute</c><00:06:57.520><c> the</c><00:06:57.919><c> moment</c> to distribute the moment to distribute the moment the<00:06:59.599><c> calculation</c><00:07:00.400><c> step</c><00:07:00.800><c> for</c><00:07:01.280><c> moment</c> the calculation step for moment the calculation step for moment distribution<00:07:02.560><c> method</c> distribution method distribution method is<00:07:03.440><c> similar</c><00:07:04.160><c> to</c><00:07:04.720><c> a</c><00:07:05.039><c> continuous</c><00:07:06.000><c> beam</c> is similar to a continuous beam is similar to a continuous beam the<00:07:07.599><c> difference</c><00:07:08.240><c> now</c><00:07:08.639><c> is</c><00:07:09.039><c> the</c><00:07:09.280><c> columns</c><00:07:10.000><c> are</c> the difference now is the columns are the difference now is the columns are taken<00:07:10.800><c> into</c> taken into taken into account<00:07:11.919><c> in</c><00:07:12.319><c> resisting</c><00:07:13.120><c> the</c><00:07:14.840><c> moment</c> account in resisting the moment account in resisting the moment the<00:07:16.479><c> distributions</c><00:07:17.440><c> factors</c><00:07:18.080><c> for</c><00:07:18.240><c> the</c><00:07:18.479><c> column</c> the distributions factors for the column the distributions factors for the column here here here is<00:07:20.160><c> referring</c><00:07:20.800><c> to</c><00:07:21.199><c> the</c><00:07:21.440><c> summations</c><00:07:22.479><c> of</c><00:07:22.720><c> the</c> is referring to the summations of the is referring to the summations of the upper<00:07:23.599><c> and</c><00:07:23.840><c> lower</c><00:07:24.319><c> column</c><00:07:25.599><c> to</c><00:07:25.919><c> determine</c><00:07:26.639><c> the</c> upper and lower column to determine the upper and lower column to determine the different different different moment<00:07:28.240><c> taken</c><00:07:28.720><c> by</c><00:07:28.960><c> the</c><00:07:29.199><c> upper</c><00:07:29.840><c> and</c><00:07:30.000><c> the</c><00:07:30.240><c> lower</c> moment taken by the upper and the lower moment taken by the upper and the lower column column column due<00:07:31.599><c> to</c><00:07:31.919><c> different</c><00:07:32.400><c> effective</c><00:07:33.120><c> height</c><00:07:33.440><c> of</c><00:07:33.599><c> the</c> due to different effective height of the due to different effective height of the column column column it<00:07:34.960><c> will</c><00:07:35.199><c> be</c><00:07:35.520><c> calculated</c><00:07:36.479><c> at</c><00:07:36.639><c> the</c><00:07:36.800><c> later</c><00:07:37.280><c> stage</c> it will be calculated at the later stage it will be calculated at the later stage of<00:07:37.919><c> the</c><00:07:38.080><c> analysis</c> of the analysis of the analysis for<00:07:40.160><c> the</c><00:07:40.400><c> time</c><00:07:40.800><c> being</c><00:07:41.360><c> we</c><00:07:41.599><c> consider</c><00:07:42.400><c> the</c> for the time being we consider the for the time being we consider the entire entire entire column<00:07:44.800><c> is</c><00:07:45.039><c> in</c><00:07:45.280><c> one</c><00:07:45.599><c> piece</c> these<00:07:48.720><c> are</c><00:07:49.039><c> the</c><00:07:49.360><c> distributions</c><00:07:50.319><c> factor</c><00:07:50.800><c> that</c> these are the distributions factor that these are the distributions factor that we<00:07:51.280><c> calculated</c> we calculated we calculated in<00:07:52.560><c> the</c><00:07:52.800><c> previous</c><00:07:53.280><c> slides</c><00:07:54.800><c> and</c><00:07:55.120><c> the</c><00:07:55.360><c> fixed</c><00:07:55.759><c> end</c> in the previous slides and the fixed end in the previous slides and the fixed end moment moment moment are<00:07:57.440><c> given</c><00:07:57.919><c> here</c><00:08:00.000><c> the</c><00:08:00.240><c> fixed</c><00:08:00.560><c> end</c><00:08:00.720><c> moment</c> are given here the fixed end moment are given here the fixed end moment will<00:08:01.680><c> be</c><00:08:02.319><c> distributed</c><00:08:03.280><c> in</c><00:08:03.440><c> accordance</c><00:08:04.319><c> to</c><00:08:04.560><c> the</c> will be distributed in accordance to the will be distributed in accordance to the ratio ratio ratio of<00:08:05.919><c> the</c><00:08:07.360><c> distributions</c><00:08:08.400><c> factors</c> of the distributions factors of the distributions factors the<00:08:10.879><c> being</c><00:08:11.199><c> will</c><00:08:11.440><c> take</c><00:08:11.840><c> about</c><00:08:12.240><c> 61</c><00:08:12.879><c> percent</c><00:08:13.599><c> of</c> the being will take about 61 percent of the being will take about 61 percent of the the the moment<00:08:15.199><c> while</c><00:08:15.680><c> the</c><00:08:15.919><c> column</c><00:08:16.319><c> will</c><00:08:16.560><c> take</c><00:08:16.800><c> about</c> moment while the column will take about moment while the column will take about 39 39 39 of<00:08:18.720><c> the</c><00:08:19.440><c> moment</c><00:08:21.440><c> when</c><00:08:21.759><c> come</c><00:08:22.160><c> to</c><00:08:22.400><c> the</c> of the moment when come to the of the moment when come to the joint<00:08:23.360><c> b</c><00:08:24.080><c> the</c><00:08:24.319><c> differences</c><00:08:25.199><c> between</c><00:08:25.919><c> the</c> joint b the differences between the joint b the differences between the fixed<00:08:26.639><c> end</c><00:08:26.879><c> moment</c><00:08:27.440><c> is</c><00:08:27.759><c> determined</c> fixed end moment is determined fixed end moment is determined then<00:08:30.000><c> the</c><00:08:30.240><c> differences</c><00:08:31.199><c> of</c><00:08:31.360><c> the</c><00:08:31.680><c> fixed</c><00:08:32.000><c> end</c> then the differences of the fixed end then the differences of the fixed end moment moment moment will<00:08:33.200><c> be</c><00:08:33.640><c> redistributed</c><00:08:34.719><c> in</c><00:08:34.959><c> accordance</c> will be redistributed in accordance will be redistributed in accordance to<00:08:36.159><c> the</c><00:08:36.880><c> distributions</c><00:08:37.919><c> factors</c> to the distributions factors to the distributions factors in<00:08:39.680><c> this</c><00:08:40.000><c> case</c><00:08:40.959><c> this</c><00:08:41.599><c> member</c><00:08:42.320><c> will</c><00:08:42.560><c> take</c><00:08:42.880><c> about</c> in this case this member will take about in this case this member will take about 32<00:08:44.000><c> percent</c> 32 percent 32 percent of<00:08:45.040><c> the</c><00:08:45.839><c> differences</c><00:08:46.640><c> between</c><00:08:47.120><c> the</c><00:08:47.360><c> fixed</c><00:08:47.680><c> end</c> of the differences between the fixed end of the differences between the fixed end moment moment moment well<00:08:48.800><c> on</c><00:08:48.959><c> this</c><00:08:49.279><c> tech</c><00:08:49.519><c> 20</c><00:08:50.800><c> and</c><00:08:51.120><c> this</c> well on this tech 20 and this well on this tech 20 and this take<00:08:51.839><c> about</c><00:08:52.160><c> 48</c><00:08:52.839><c> percent</c> take about 48 percent take about 48 percent next<00:08:55.440><c> the</c><00:08:55.680><c> moment</c><00:08:56.160><c> will</c><00:08:56.320><c> be</c><00:08:56.640><c> distributed</c><00:08:57.600><c> to</c> next the moment will be distributed to next the moment will be distributed to the<00:08:58.480><c> opposite</c><00:08:59.360><c> joint</c> the opposite joint the opposite joint after<00:09:01.680><c> distributions</c><00:09:03.200><c> the</c><00:09:03.600><c> moment</c><00:09:04.080><c> reduced</c> after distributions the moment reduced after distributions the moment reduced by by by half<00:09:07.519><c> sams</c> half sams half sams goes<00:09:08.560><c> to</c><00:09:09.040><c> the</c><00:09:09.279><c> opposite</c><00:09:09.920><c> joint</c><00:09:10.399><c> distribute</c> goes to the opposite joint distribute goes to the opposite joint distribute back back back to<00:09:12.320><c> this</c><00:09:12.720><c> joint</c><00:09:14.320><c> you</c><00:09:14.560><c> will</c><00:09:14.720><c> repeat</c><00:09:15.279><c> the</c><00:09:15.519><c> same</c> to this joint you will repeat the same to this joint you will repeat the same calculations<00:09:17.040><c> for</c> calculations for calculations for the<00:09:17.680><c> other</c><00:09:18.000><c> joints</c><00:09:19.440><c> next</c><00:09:20.320><c> the</c><00:09:20.800><c> moment</c> the other joints next the moment the other joints next the moment is<00:09:22.320><c> distributed</c><00:09:23.120><c> again</c><00:09:23.839><c> based</c><00:09:24.240><c> on</c><00:09:24.480><c> the</c> is distributed again based on the is distributed again based on the distribution<00:09:25.680><c> factors</c><00:09:26.480><c> to</c><00:09:26.880><c> obtain</c><00:09:27.519><c> the</c> distribution factors to obtain the distribution factors to obtain the balance<00:09:28.480><c> here</c><00:09:30.080><c> same</c><00:09:30.640><c> goes</c><00:09:31.040><c> to</c> balance here same goes to balance here same goes to the<00:09:31.839><c> differences</c><00:09:32.640><c> between</c><00:09:33.120><c> the</c><00:09:33.279><c> fixed</c><00:09:33.600><c> end</c> the differences between the fixed end the differences between the fixed end moment moment moment to<00:09:35.360><c> be</c><00:09:35.760><c> distributed</c><00:09:36.720><c> in</c><00:09:36.880><c> accordance</c><00:09:37.760><c> to</c> to be distributed in accordance to to be distributed in accordance to the<00:09:38.480><c> distribution</c><00:09:39.360><c> factor</c><00:09:40.000><c> to</c><00:09:40.320><c> obtain</c><00:09:40.800><c> the</c> the distribution factor to obtain the the distribution factor to obtain the balance<00:09:41.519><c> here</c> the<00:09:44.160><c> same</c><00:09:44.640><c> process</c><00:09:45.600><c> being</c><00:09:46.000><c> repeated</c> the same process being repeated the same process being repeated until<00:09:47.920><c> you</c><00:09:48.160><c> reach</c><00:09:48.480><c> to</c><00:09:48.800><c> earth</c><00:09:49.279><c> state</c><00:09:50.160><c> where</c><00:09:50.560><c> the</c> until you reach to earth state where the until you reach to earth state where the balance<00:09:51.760><c> becomes</c><00:09:52.240><c> relatively</c><00:09:53.040><c> small</c><00:09:53.680><c> in</c> balance becomes relatively small in balance becomes relatively small in comparison<00:09:54.800><c> to</c> comparison to comparison to the<00:09:55.600><c> fixed</c><00:09:56.000><c> end</c><00:09:56.240><c> moment</c> the fixed end moment the fixed end moment the<00:09:58.480><c> final</c><00:09:59.040><c> moment</c><00:09:59.519><c> acting</c><00:10:00.160><c> in</c><00:10:00.320><c> the</c><00:10:00.560><c> column</c> the final moment acting in the column the final moment acting in the column beam<00:10:01.839><c> and</c><00:10:02.079><c> the</c><00:10:02.240><c> respective</c><00:10:02.959><c> member</c><00:10:03.839><c> is</c> beam and the respective member is beam and the respective member is determining determining determining by<00:10:06.000><c> sum</c><00:10:06.399><c> up</c><00:10:06.880><c> the</c><00:10:07.760><c> column</c> by sum up the column by sum up the column from<00:10:08.959><c> the</c><00:10:09.279><c> fixed</c><00:10:09.600><c> end</c><00:10:09.839><c> moment</c> from the fixed end moment from the fixed end moment this<00:10:12.480><c> means</c><00:10:12.880><c> that</c><00:10:13.360><c> this</c><00:10:13.680><c> value</c><00:10:14.320><c> is</c><00:10:14.560><c> obtained</c> this means that this value is obtained this means that this value is obtained through through through summation<00:10:16.320><c> of</c><00:10:16.480><c> this</c><00:10:17.279><c> well</c><00:10:17.600><c> this</c><00:10:17.920><c> value</c><00:10:18.399><c> is</c> summation of this well this value is summation of this well this value is obtained<00:10:19.279><c> through</c><00:10:19.680><c> the</c><00:10:20.000><c> summation</c><00:10:20.640><c> of</c><00:10:20.800><c> this</c> obtained through the summation of this obtained through the summation of this and<00:10:21.680><c> this</c><00:10:22.000><c> value</c> and this value and this value is<00:10:22.800><c> obtained</c><00:10:23.519><c> through</c><00:10:23.920><c> summation</c><00:10:24.640><c> of</c><00:10:24.800><c> this</c> is obtained through summation of this is obtained through summation of this and<00:10:26.240><c> so</c><00:10:26.560><c> on</c> it<00:10:29.760><c> is</c><00:10:30.640><c> noted</c><00:10:31.200><c> that</c><00:10:31.920><c> the</c> it is noted that the it is noted that the fixed<00:10:33.279><c> aim</c><00:10:33.519><c> movement</c><00:10:34.320><c> at</c><00:10:34.640><c> both</c><00:10:35.040><c> end</c><00:10:35.360><c> of</c><00:10:35.440><c> the</c> fixed aim movement at both end of the fixed aim movement at both end of the beam beam beam may<00:10:36.480><c> not</c><00:10:36.720><c> necessarily</c><00:10:37.600><c> be</c><00:10:37.839><c> the</c><00:10:38.079><c> same</c> may not necessarily be the same may not necessarily be the same this<00:10:39.839><c> is</c><00:10:40.240><c> mainly</c><00:10:40.880><c> due</c><00:10:41.279><c> to</c><00:10:41.920><c> different</c> this is mainly due to different this is mainly due to different stiffness<00:10:43.120><c> of</c><00:10:43.200><c> the</c><00:10:43.440><c> member</c> stiffness of the member stiffness of the member due<00:10:44.880><c> to</c><00:10:45.360><c> different</c><00:10:45.920><c> effective</c><00:10:46.720><c> span</c><00:10:47.279><c> of</c><00:10:47.519><c> the</c> due to different effective span of the due to different effective span of the beam beam beam however<00:10:50.320><c> the</c><00:10:50.720><c> summations</c><00:10:51.760><c> of</c><00:10:51.920><c> the</c><00:10:52.160><c> moment</c> however the summations of the moment however the summations of the moment at<00:10:52.959><c> each</c><00:10:53.279><c> joint</c><00:10:53.839><c> should</c><00:10:54.160><c> theoretically</c><00:10:55.440><c> be</c> at each joint should theoretically be at each joint should theoretically be equals<00:10:56.399><c> to</c><00:10:56.880><c> zero</c><00:10:58.480><c> if</c> equals to zero if equals to zero if the<00:10:59.120><c> summations</c><00:11:00.000><c> of</c><00:11:00.079><c> the</c><00:11:00.320><c> join</c><00:11:00.800><c> here</c><00:11:01.360><c> is</c><00:11:01.680><c> not</c> the summations of the join here is not the summations of the join here is not equal<00:11:02.480><c> to</c><00:11:02.800><c> 0</c> equal to 0 equal to 0 that<00:11:04.240><c> means</c><00:11:04.720><c> most</c><00:11:04.959><c> probably</c><00:11:05.600><c> there</c><00:11:05.920><c> will</c><00:11:06.160><c> be</c> that means most probably there will be that means most probably there will be some some some calculations<00:11:08.160><c> error</c><00:11:08.800><c> throughout</c><00:11:09.279><c> the</c><00:11:09.680><c> table</c> calculations error throughout the table calculations error throughout the table and<00:11:11.360><c> in</c><00:11:11.600><c> this</c><00:11:11.920><c> case</c><00:11:12.880><c> the</c><00:11:13.120><c> frame</c><00:11:13.680><c> is</c> and in this case the frame is and in this case the frame is symmetrical symmetrical symmetrical both<00:11:15.360><c> sides</c><00:11:17.920><c> you</c><00:11:18.079><c> will</c><00:11:18.320><c> expect</c> both sides you will expect both sides you will expect a<00:11:19.279><c> mirror</c><00:11:20.000><c> of</c><00:11:20.160><c> the</c><00:11:20.560><c> moment</c><00:11:21.839><c> at</c><00:11:22.000><c> the</c><00:11:22.240><c> both</c><00:11:22.640><c> side</c> a mirror of the moment at the both side a mirror of the moment at the both side of<00:11:23.200><c> the</c> of the of the frame<00:11:26.079><c> this</c><00:11:26.399><c> figure</c><00:11:27.040><c> shows</c><00:11:27.519><c> the</c><00:11:27.920><c> value</c><00:11:28.399><c> taken</c> frame this figure shows the value taken frame this figure shows the value taken by<00:11:29.519><c> each</c><00:11:29.839><c> member</c><00:11:30.480><c> including</c><00:11:31.120><c> the</c><00:11:31.519><c> column</c> by each member including the column by each member including the column of<00:11:32.240><c> the</c><00:11:32.399><c> frame</c><00:11:34.079><c> next</c><00:11:34.560><c> you</c><00:11:34.800><c> will</c><00:11:35.040><c> proceed</c><00:11:35.600><c> to</c> of the frame next you will proceed to of the frame next you will proceed to determine<00:11:36.880><c> the</c><00:11:37.360><c> reactions</c><00:11:38.160><c> of</c><00:11:38.320><c> the</c><00:11:38.480><c> members</c> determine the reactions of the members determine the reactions of the members by<00:11:39.760><c> using</c><00:11:40.399><c> the</c><00:11:40.720><c> static</c><00:11:41.360><c> equilibrium</c> by using the static equilibrium by using the static equilibrium equations equations equations and<00:11:43.920><c> then</c><00:11:44.320><c> followed</c><00:11:44.800><c> by</c><00:11:45.279><c> the</c><00:11:45.920><c> shear</c><00:11:46.240><c> force</c> and then followed by the shear force and then followed by the shear force diagram diagram diagram and<00:11:47.519><c> bending</c><00:11:48.000><c> moment</c><00:11:48.480><c> diagram</c> and bending moment diagram and bending moment diagram the<00:11:50.639><c> member</c><00:11:51.279><c> may</c><00:11:51.600><c> be</c><00:11:52.079><c> analyzed</c><00:11:52.959><c> in</c><00:11:53.279><c> the</c> the member may be analyzed in the the member may be analyzed in the separate<00:11:54.839><c> sections</c> separate sections separate sections the<00:11:57.600><c> moment</c><00:11:58.399><c> here</c><00:11:58.880><c> on</c><00:11:58.959><c> the</c><00:11:59.279><c> beam</c><00:12:00.000><c> are</c> the moment here on the beam are the moment here on the beam are referring<00:12:01.120><c> to</c><00:12:01.600><c> the</c><00:12:02.160><c> final</c><00:12:02.800><c> result</c><00:12:03.360><c> of</c><00:12:03.519><c> the</c> referring to the final result of the referring to the final result of the analysis analysis analysis based<00:12:05.279><c> on</c><00:12:05.519><c> the</c><00:12:05.839><c> moment</c><00:12:06.320><c> distributions</c><00:12:07.200><c> method</c> based on the moment distributions method based on the moment distributions method from<00:12:09.279><c> there</c><00:12:09.839><c> you</c><00:12:10.079><c> will</c><00:12:10.399><c> obtain</c><00:12:10.959><c> the</c><00:12:11.360><c> shear</c> from there you will obtain the shear from there you will obtain the shear force<00:12:12.079><c> diagram</c> force diagram force diagram and<00:12:14.320><c> from</c><00:12:14.480><c> the</c><00:12:14.720><c> shear</c><00:12:14.959><c> force</c><00:12:15.200><c> diagram</c><00:12:16.079><c> you</c> and from the shear force diagram you and from the shear force diagram you will<00:12:16.560><c> have</c><00:12:16.959><c> the</c> will have the will have the bending<00:12:17.839><c> moment</c><00:12:18.240><c> diagram</c> bending moment diagram bending moment diagram next<00:12:20.959><c> you</c><00:12:21.120><c> will</c><00:12:21.279><c> repeat</c><00:12:21.839><c> the</c><00:12:22.160><c> calculations</c> next you will repeat the calculations next you will repeat the calculations stack<00:12:23.440><c> for</c><00:12:23.920><c> the</c><00:12:24.160><c> other</c><00:12:24.720><c> three</c><00:12:25.120><c> types</c><00:12:25.600><c> of</c> stack for the other three types of stack for the other three types of load<00:12:26.240><c> arrangement</c><00:12:27.839><c> this</c><00:12:28.240><c> gives</c><00:12:28.560><c> you</c><00:12:28.880><c> a</c><00:12:29.120><c> total</c> load arrangement this gives you a total load arrangement this gives you a total four<00:12:30.320><c> set</c><00:12:30.880><c> of</c><00:12:31.360><c> shell</c><00:12:31.680><c> force</c><00:12:32.000><c> diagram</c> four set of shell force diagram four set of shell force diagram and<00:12:34.079><c> four</c><00:12:34.480><c> set</c><00:12:34.880><c> of</c><00:12:35.360><c> bending</c><00:12:35.839><c> moment</c><00:12:36.839><c> diagram</c> and four set of bending moment diagram and four set of bending moment diagram overlay<00:12:39.200><c> the</c><00:12:39.680><c> shear</c><00:12:40.000><c> force</c><00:12:40.320><c> diagram</c><00:12:41.120><c> and</c> overlay the shear force diagram and overlay the shear force diagram and bending<00:12:41.680><c> moment</c><00:12:42.160><c> diagram</c><00:12:42.720><c> together</c> bending moment diagram together bending moment diagram together you<00:12:44.079><c> will</c><00:12:44.399><c> obtain</c><00:12:44.880><c> the</c><00:12:45.279><c> envelope</c><00:12:45.920><c> bending</c> you will obtain the envelope bending you will obtain the envelope bending moment<00:12:46.959><c> and</c><00:12:47.200><c> shear</c><00:12:47.519><c> force</c><00:12:47.839><c> diagram</c> moment and shear force diagram moment and shear force diagram write<00:12:50.639><c> down</c><00:12:51.040><c> the</c><00:12:51.440><c> largest</c><00:12:52.399><c> shear</c><00:12:52.720><c> force</c><00:12:53.279><c> at</c> write down the largest shear force at write down the largest shear force at each<00:12:54.079><c> positions</c><00:12:55.279><c> and</c><00:12:55.680><c> the</c><00:12:56.079><c> largest</c><00:12:56.800><c> and</c><00:12:56.959><c> the</c> each positions and the largest and the each positions and the largest and the smallest smallest smallest moment<00:12:59.120><c> at</c><00:12:59.440><c> age</c><00:12:59.680><c> positions</c> moment at age positions moment at age positions the<00:13:02.000><c> envelope</c><00:13:02.880><c> bending</c><00:13:03.279><c> moment</c><00:13:03.839><c> and</c><00:13:04.000><c> shear</c> the envelope bending moment and shear the envelope bending moment and shear force<00:13:04.639><c> diagram</c><00:13:05.200><c> should</c><00:13:05.440><c> look</c><00:13:05.680><c> something</c><00:13:06.160><c> like</c> force diagram should look something like force diagram should look something like this this this with<00:13:07.920><c> that</c><00:13:08.480><c> you</c><00:13:08.639><c> may</c><00:13:09.040><c> design</c><00:13:09.600><c> the</c><00:13:09.839><c> beam</c><00:13:10.160><c> member</c> with that you may design the beam member with that you may design the beam member in<00:13:11.360><c> accordance</c><00:13:12.160><c> to</c><00:13:12.560><c> the</c><00:13:13.040><c> moment</c><00:13:13.839><c> and</c><00:13:14.160><c> the</c> in accordance to the moment and the in accordance to the moment and the shear<00:13:14.639><c> force</c> shear force shear force diagram<00:13:16.079><c> here</c><00:13:17.440><c> next</c><00:13:17.839><c> you</c><00:13:18.000><c> need</c><00:13:18.240><c> to</c> diagram here next you need to diagram here next you need to determine<00:13:19.360><c> the</c><00:13:19.760><c> moment</c><00:13:20.560><c> acting</c><00:13:21.279><c> in</c><00:13:21.440><c> the</c> determine the moment acting in the determine the moment acting in the upper<00:13:22.480><c> and</c><00:13:22.720><c> the</c><00:13:22.959><c> lower</c><00:13:23.440><c> columns</c> upper and the lower columns upper and the lower columns it<00:13:25.279><c> is</c><00:13:25.519><c> determined</c><00:13:26.320><c> by</c><00:13:26.720><c> using</c><00:13:27.279><c> the</c><00:13:27.680><c> same</c> it is determined by using the same it is determined by using the same concept concept concept of<00:13:29.120><c> the</c><00:13:29.519><c> degree</c><00:13:30.160><c> of</c><00:13:30.480><c> stiffness</c><00:13:31.440><c> out</c><00:13:31.760><c> of</c><00:13:32.000><c> the</c> of the degree of stiffness out of the of the degree of stiffness out of the total<00:13:33.519><c> moment</c><00:13:35.360><c> the</c> total moment the total moment the equations<00:13:36.720><c> to</c><00:13:36.959><c> determine</c><00:13:37.760><c> the</c><00:13:38.160><c> moment</c><00:13:38.800><c> of</c><00:13:38.959><c> the</c> equations to determine the moment of the equations to determine the moment of the upper upper upper and<00:13:39.760><c> the</c><00:13:40.000><c> lower</c><00:13:40.959><c> is</c><00:13:41.199><c> determined</c><00:13:41.839><c> by</c> and the lower is determined by and the lower is determined by multiplying<00:13:43.199><c> the</c> multiplying the multiplying the respective<00:13:44.399><c> stiffness</c><00:13:45.839><c> divided</c><00:13:46.560><c> by</c> respective stiffness divided by respective stiffness divided by the<00:13:47.440><c> total</c><00:13:47.920><c> stiffness</c><00:13:48.800><c> of</c><00:13:48.959><c> the</c><00:13:49.279><c> entire</c><00:13:49.920><c> column</c> the total stiffness of the entire column the total stiffness of the entire column seems<00:13:52.240><c> the</c><00:13:52.639><c> moment</c><00:13:53.120><c> to</c><00:13:53.360><c> be</c><00:13:53.680><c> sustained</c><00:13:54.320><c> by</c><00:13:54.720><c> this</c> seems the moment to be sustained by this seems the moment to be sustained by this column column column and<00:13:56.079><c> this</c><00:13:56.480><c> column</c><00:13:56.959><c> differ</c><00:13:58.160><c> which</c><00:13:58.560><c> is</c> and this column differ which is and this column differ which is this<00:14:00.560><c> and</c><00:14:01.040><c> this</c> this and this this and this by<00:14:03.279><c> using</c><00:14:03.760><c> the</c><00:14:03.920><c> ratio</c><00:14:05.199><c> based</c><00:14:05.600><c> on</c><00:14:05.760><c> the</c> by using the ratio based on the by using the ratio based on the equations<00:14:06.800><c> given</c><00:14:07.279><c> here</c> equations given here equations given here you<00:14:08.160><c> will</c><00:14:08.480><c> obtain</c><00:14:08.959><c> the</c><00:14:09.360><c> respective</c><00:14:10.399><c> value</c> you will obtain the respective value you will obtain the respective value the<00:14:12.639><c> moments</c><00:14:13.279><c> for</c><00:14:13.600><c> the</c><00:14:13.920><c> upper</c><00:14:14.480><c> and</c><00:14:14.800><c> lower</c> the moments for the upper and lower the moments for the upper and lower columns columns columns are<00:14:16.320><c> listed</c><00:14:16.880><c> here</c><00:14:18.959><c> it</c><00:14:19.360><c> can</c><00:14:19.680><c> be</c> are listed here it can be are listed here it can be represented<00:14:21.279><c> by</c><00:14:21.760><c> the</c><00:14:22.079><c> bending</c><00:14:22.560><c> moment</c> represented by the bending moment represented by the bending moment diagram<00:14:23.519><c> for</c><00:14:23.760><c> the</c><00:14:24.000><c> column</c> diagram for the column diagram for the column here
39	3oRz1RPf8Es	3.11 Example: column analysis	https://www.youtube.com/watch?v=3oRz1RPf8Es	3.11_Example_-_column_analysis.en.vtt	let<00:00:00.240><c> us</c><00:00:00.480><c> try</c><00:00:00.880><c> an</c><00:00:01.040><c> example</c><00:00:01.760><c> to</c><00:00:02.240><c> analyze</c><00:00:03.040><c> the</c> let us try an example to analyze the let us try an example to analyze the moment<00:00:04.000><c> acting</c><00:00:04.560><c> on</c><00:00:04.880><c> a</c><00:00:05.200><c> column</c> moment acting on a column moment acting on a column a<00:00:07.279><c> substitute</c><00:00:08.000><c> frame</c><00:00:08.480><c> shown</c><00:00:08.800><c> in</c><00:00:08.960><c> the</c><00:00:09.120><c> figure</c> a substitute frame shown in the figure a substitute frame shown in the figure here here here is<00:00:10.559><c> taken</c><00:00:11.120><c> from</c><00:00:11.679><c> a</c><00:00:11.920><c> building</c><00:00:12.400><c> frame</c> is taken from a building frame is taken from a building frame the<00:00:14.320><c> loading</c><00:00:14.799><c> that</c><00:00:15.200><c> caused</c><00:00:15.519><c> the</c><00:00:15.759><c> maximum</c> the loading that caused the maximum the loading that caused the maximum column<00:00:17.039><c> moment</c> column moment column moment is<00:00:18.400><c> shown</c><00:00:18.800><c> in</c><00:00:18.960><c> the</c><00:00:19.199><c> figure</c><00:00:20.080><c> which</c><00:00:20.480><c> there</c><00:00:20.720><c> will</c> is shown in the figure which there will is shown in the figure which there will be be be a<00:00:21.600><c> minimum</c><00:00:22.560><c> loop</c><00:00:23.279><c> at</c><00:00:23.680><c> shorter</c><00:00:24.080><c> span</c> a minimum loop at shorter span a minimum loop at shorter span and<00:00:25.119><c> maximum</c><00:00:25.840><c> load</c><00:00:26.240><c> at</c><00:00:26.400><c> the</c><00:00:26.640><c> longer</c><00:00:27.039><c> span</c> and maximum load at the longer span and maximum load at the longer span the<00:00:28.880><c> gk</c><00:00:29.519><c> is</c><00:00:29.760><c> 25</c><00:00:30.400><c> kilo</c><00:00:30.720><c> newton</c><00:00:31.199><c> per</c><00:00:31.359><c> meter</c> the gk is 25 kilo newton per meter the gk is 25 kilo newton per meter and<00:00:32.640><c> the</c><00:00:32.880><c> qk</c><00:00:33.520><c> is</c><00:00:33.840><c> 10</c><00:00:34.079><c> kilo</c><00:00:34.480><c> newton</c><00:00:35.040><c> per</c><00:00:35.280><c> meter</c> the<00:00:38.000><c> height</c><00:00:38.320><c> of</c><00:00:38.480><c> the</c><00:00:38.719><c> column</c><00:00:39.600><c> above</c><00:00:40.079><c> the</c><00:00:40.320><c> beam</c> the height of the column above the beam the height of the column above the beam is<00:00:40.879><c> 3.5</c> is 3.5 is 3.5 and<00:00:42.559><c> the</c><00:00:42.719><c> height</c><00:00:43.040><c> of</c><00:00:43.200><c> the</c><00:00:43.360><c> lower</c><00:00:43.760><c> column</c><00:00:44.480><c> is</c><00:00:45.120><c> 4</c> and the height of the lower column is 4 and the height of the lower column is 4 meter the<00:00:48.559><c> length</c><00:00:48.879><c> of</c><00:00:49.039><c> the</c><00:00:49.280><c> beam</c><00:00:49.680><c> on</c><00:00:49.920><c> this</c><00:00:50.160><c> side</c><00:00:50.559><c> is</c><00:00:50.719><c> 6</c> the length of the beam on this side is 6 the length of the beam on this side is 6 meter meter meter while<00:00:52.079><c> the</c><00:00:52.320><c> length</c><00:00:52.640><c> of</c><00:00:52.800><c> the</c><00:00:53.039><c> beam</c><00:00:53.520><c> on</c><00:00:53.680><c> the</c> while the length of the beam on the while the length of the beam on the other<00:00:54.239><c> side</c><00:00:54.640><c> is</c> other side is other side is 4<00:00:55.280><c> meter</c><00:00:57.760><c> you</c><00:00:58.000><c> are</c><00:00:58.239><c> asked</c><00:00:58.640><c> to</c> 4 meter you are asked to 4 meter you are asked to determine<00:00:59.760><c> the</c><00:01:00.239><c> moment</c><00:01:00.800><c> acting</c><00:01:01.440><c> on</c><00:01:01.840><c> the</c><00:01:02.239><c> upper</c> determine the moment acting on the upper determine the moment acting on the upper and<00:01:03.039><c> the</c><00:01:03.280><c> lower</c><00:01:03.680><c> column</c> you<00:01:07.200><c> may</c><00:01:07.520><c> pause</c><00:01:07.920><c> the</c><00:01:08.080><c> video</c><00:01:08.560><c> for</c><00:01:08.720><c> a</c><00:01:08.880><c> while</c><00:01:09.520><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:10.080><c> to</c><00:01:10.479><c> work</c><00:01:10.799><c> out</c><00:01:11.040><c> the</c> you to work out the you to work out the solution<00:01:13.360><c> to</c><00:01:13.600><c> solve</c><00:01:14.000><c> these</c> solution to solve these solution to solve these questions<00:01:15.439><c> first</c><00:01:15.840><c> you</c><00:01:16.000><c> need</c><00:01:16.240><c> to</c><00:01:16.640><c> determine</c> questions first you need to determine questions first you need to determine the<00:01:17.600><c> stiffness</c><00:01:18.320><c> of</c> the stiffness of the stiffness of each<00:01:18.960><c> member</c><00:01:20.720><c> for</c><00:01:21.040><c> this</c><00:01:21.439><c> kind</c> each member for this kind each member for this kind of<00:01:22.240><c> substitute</c><00:01:22.960><c> frame</c><00:01:24.640><c> the</c><00:01:24.880><c> k</c> of substitute frame the k of substitute frame the k for<00:01:25.439><c> the</c><00:01:25.600><c> column</c><00:01:26.240><c> it</c><00:01:26.400><c> will</c><00:01:26.640><c> be</c><00:01:26.960><c> e</c><00:01:27.280><c> i</c><00:01:27.600><c> per</c><00:01:27.840><c> l</c> for the column it will be e i per l for the column it will be e i per l and<00:01:29.439><c> the</c><00:01:29.680><c> k</c><00:01:30.079><c> for</c><00:01:30.240><c> the</c><00:01:30.479><c> beam</c><00:01:30.880><c> it</c><00:01:31.040><c> will</c><00:01:31.280><c> be</c><00:01:31.759><c> half</c> and the k for the beam it will be half and the k for the beam it will be half of<00:01:32.479><c> the</c><00:01:32.880><c> typical</c><00:01:33.600><c> stiffness</c><00:01:34.320><c> of</c><00:01:34.479><c> the</c><00:01:34.640><c> beam</c> of the typical stiffness of the beam of the typical stiffness of the beam therefore<00:01:36.400><c> it</c><00:01:36.640><c> is</c><00:01:36.960><c> equals</c><00:01:37.520><c> to</c> therefore it is equals to therefore it is equals to one<00:01:39.040><c> half</c><00:01:39.439><c> of</c><00:01:39.600><c> the</c><00:01:39.759><c> e</c><00:01:40.079><c> i</c><00:01:40.240><c> by</c><00:01:40.479><c> l</c> one half of the e i by l one half of the e i by l this<00:01:42.799><c> second</c><00:01:43.200><c> moment</c><00:01:43.680><c> of</c><00:01:43.840><c> initial</c><00:01:44.560><c> it</c><00:01:44.720><c> will</c><00:01:44.880><c> be</c> this second moment of initial it will be this second moment of initial it will be depending depending depending on<00:01:46.320><c> the</c><00:01:46.720><c> cross</c><00:01:47.040><c> sectional</c><00:01:47.680><c> area</c><00:01:48.159><c> of</c><00:01:48.399><c> the</c> on the cross sectional area of the on the cross sectional area of the member member member and<00:01:51.680><c> the</c><00:01:51.920><c> e</c><00:01:52.320><c> it</c><00:01:52.479><c> will</c><00:01:52.640><c> be</c><00:01:52.880><c> constant</c><00:01:53.600><c> throughout</c> and the e it will be constant throughout and the e it will be constant throughout the the the structures<00:01:56.719><c> the</c><00:01:57.040><c> cross</c><00:01:57.360><c> section</c><00:01:57.920><c> area</c><00:01:58.399><c> will</c> structures the cross section area will structures the cross section area will be<00:01:58.880><c> the</c><00:01:59.040><c> same</c><00:01:59.439><c> as</c><00:01:59.840><c> the</c><00:02:00.159><c> previous</c><00:02:00.719><c> examples</c> be the same as the previous examples be the same as the previous examples therefore<00:02:02.719><c> the</c><00:02:02.960><c> i</c><00:02:03.280><c> for</c><00:02:03.439><c> the</c><00:02:03.680><c> beam</c><00:02:04.479><c> and</c><00:02:04.799><c> columns</c> therefore the i for the beam and columns therefore the i for the beam and columns are<00:02:05.759><c> given</c><00:02:06.840><c> here</c><00:02:07.920><c> the</c><00:02:08.080><c> stiffness</c><00:02:08.800><c> now</c> are given here the stiffness now are given here the stiffness now is<00:02:10.640><c> half</c><00:02:11.120><c> of</c><00:02:11.360><c> the</c><00:02:12.160><c> stiffness</c><00:02:12.800><c> of</c><00:02:12.879><c> the</c><00:02:13.200><c> beam</c> is half of the stiffness of the beam is half of the stiffness of the beam while<00:02:14.239><c> the</c><00:02:14.400><c> stiffness</c><00:02:14.959><c> of</c><00:02:15.040><c> the</c><00:02:15.280><c> column</c><00:02:16.000><c> it</c> while the stiffness of the column it while the stiffness of the column it will<00:02:16.319><c> remain</c><00:02:16.720><c> the</c><00:02:16.879><c> same</c> will remain the same will remain the same the<00:02:19.200><c> stiffness</c><00:02:19.840><c> of</c><00:02:20.080><c> each</c><00:02:20.319><c> member</c><00:02:21.040><c> is</c><00:02:21.520><c> shown</c><00:02:21.920><c> in</c> the stiffness of each member is shown in the stiffness of each member is shown in this<00:02:22.480><c> diagram</c> this diagram this diagram next<00:02:25.040><c> you</c><00:02:25.280><c> determine</c><00:02:26.000><c> the</c><00:02:26.480><c> design</c><00:02:27.120><c> loop</c><00:02:27.520><c> for</c> next you determine the design loop for next you determine the design loop for the the the maximum<00:02:29.520><c> and</c><00:02:29.920><c> minimum</c><00:02:30.800><c> load</c> maximum and minimum load maximum and minimum load the<00:02:32.239><c> fixed</c><00:02:32.640><c> end</c><00:02:32.959><c> moment</c><00:02:33.519><c> for</c><00:02:33.680><c> the</c><00:02:33.840><c> maximum</c><00:02:34.879><c> and</c> the fixed end moment for the maximum and the fixed end moment for the maximum and the<00:02:35.200><c> fixed</c> the fixed the fixed end<00:02:35.760><c> moment</c><00:02:36.160><c> for</c><00:02:36.400><c> the</c><00:02:36.560><c> minimum</c><00:02:37.519><c> are</c><00:02:37.920><c> given</c> end moment for the minimum are given end moment for the minimum are given here here here it<00:02:40.560><c> is</c><00:02:40.879><c> illustrated</c><00:02:41.840><c> here</c><00:02:42.720><c> at</c><00:02:42.879><c> the</c><00:02:43.040><c> both</c><00:02:43.440><c> sides</c> it is illustrated here at the both sides it is illustrated here at the both sides of<00:02:43.920><c> the</c><00:02:44.080><c> columns</c> of the columns of the columns you<00:02:46.400><c> will</c><00:02:46.720><c> see</c><00:02:47.120><c> there</c><00:02:47.440><c> will</c><00:02:47.680><c> be</c><00:02:48.080><c> differences</c> you will see there will be differences you will see there will be differences between<00:02:49.519><c> the</c><00:02:49.840><c> fixed</c><00:02:50.239><c> end</c><00:02:50.480><c> moment</c> between the fixed end moment between the fixed end moment and<00:02:52.160><c> at</c><00:02:52.319><c> the</c><00:02:52.480><c> current</c><00:02:52.879><c> stage</c><00:02:54.000><c> the</c><00:02:54.400><c> moment</c><00:02:54.959><c> is</c> and at the current stage the moment is and at the current stage the moment is not<00:02:55.440><c> taken</c><00:02:56.000><c> by</c> not taken by not taken by the<00:02:56.560><c> column</c><00:02:58.640><c> the</c><00:02:58.879><c> moment</c><00:02:59.360><c> taken</c> the column the moment taken the column the moment taken by<00:03:00.159><c> the</c><00:03:00.480><c> upper</c><00:03:01.040><c> and</c><00:03:01.120><c> the</c><00:03:01.280><c> lower</c><00:03:01.760><c> column</c><00:03:02.720><c> it</c> by the upper and the lower column it by the upper and the lower column it will<00:03:03.120><c> be</c> will be will be dependent<00:03:04.400><c> on</c><00:03:04.720><c> the</c><00:03:05.120><c> degree</c><00:03:05.760><c> or</c><00:03:06.000><c> stiffness</c> dependent on the degree or stiffness dependent on the degree or stiffness of<00:03:07.120><c> the</c><00:03:07.360><c> respective</c><00:03:08.080><c> members</c><00:03:09.360><c> first</c><00:03:09.760><c> you</c><00:03:09.920><c> need</c> of the respective members first you need of the respective members first you need to<00:03:10.480><c> determine</c><00:03:11.200><c> the</c><00:03:11.519><c> differences</c><00:03:12.319><c> between</c><00:03:12.959><c> the</c> to determine the differences between the to determine the differences between the fixed<00:03:13.760><c> end</c><00:03:13.920><c> moment</c><00:03:14.879><c> which</c><00:03:15.200><c> is</c><00:03:15.519><c> equals</c><00:03:16.080><c> to</c> fixed end moment which is equals to fixed end moment which is equals to 146<00:03:17.440><c> minus</c><00:03:18.159><c> 45</c> 146 minus 45 146 minus 45 to<00:03:19.760><c> be</c><00:03:20.080><c> multiplied</c><00:03:20.959><c> with</c><00:03:21.280><c> its</c><00:03:21.519><c> stiffness</c> to be multiplied with its stiffness to be multiplied with its stiffness divided<00:03:23.040><c> by</c> divided by divided by the<00:03:23.680><c> total</c><00:03:24.159><c> stiffness</c><00:03:24.799><c> of</c><00:03:25.040><c> this</c><00:03:25.360><c> joint</c> the total stiffness of this joint the total stiffness of this joint you<00:03:27.440><c> will</c><00:03:27.599><c> obtain</c><00:03:28.159><c> the</c><00:03:28.560><c> upper</c><00:03:29.120><c> moment</c><00:03:29.840><c> and</c> you will obtain the upper moment and you will obtain the upper moment and lower lower lower column<00:03:31.519><c> moments</c><00:03:32.239><c> given</c><00:03:32.799><c> here</c> column moments given here column moments given here as<00:03:35.200><c> illustrated</c><00:03:36.159><c> here</c> as illustrated here as illustrated here due<00:03:38.480><c> to</c><00:03:38.959><c> smaller</c><00:03:39.599><c> effective</c><00:03:40.239><c> height</c><00:03:40.560><c> of</c><00:03:40.799><c> the</c> due to smaller effective height of the due to smaller effective height of the upper<00:03:41.680><c> column</c><00:03:43.440><c> it</c><00:03:43.680><c> is</c><00:03:43.959><c> theoretically</c> upper column it is theoretically upper column it is theoretically taking<00:03:45.840><c> a</c><00:03:46.159><c> slightly</c><00:03:46.879><c> higher</c><00:03:47.440><c> degree</c><00:03:48.000><c> of</c> taking a slightly higher degree of taking a slightly higher degree of moment<00:03:48.799><c> load</c> moment load moment load in<00:03:49.599><c> comparison</c><00:03:50.560><c> to</c><00:03:50.959><c> the</c><00:03:51.360><c> lower</c><00:03:51.760><c> column</c> in comparison to the lower column in comparison to the lower column it<00:03:54.000><c> is</c><00:03:54.239><c> noted</c><00:03:54.720><c> that</c><00:03:55.439><c> this</c><00:03:55.840><c> method</c><00:03:56.400><c> may</c><00:03:56.640><c> not</c><00:03:57.040><c> be</c> it is noted that this method may not be it is noted that this method may not be used<00:03:58.560><c> for</c><00:03:58.959><c> determining</c><00:04:00.000><c> the</c><00:04:00.480><c> moment</c><00:04:00.959><c> taken</c> used for determining the moment taken used for determining the moment taken at<00:04:01.920><c> the</c><00:04:02.080><c> beam</c><00:04:02.480><c> here</c><00:04:03.840><c> as</c><00:04:04.239><c> the</c><00:04:04.480><c> moment</c><00:04:04.959><c> loop</c> at the beam here as the moment loop at the beam here as the moment loop could<00:04:06.319><c> seriously</c><00:04:07.200><c> be</c><00:04:07.959><c> underestimated</c> could seriously be underestimated could seriously be underestimated this<00:04:10.640><c> method</c><00:04:11.200><c> can</c><00:04:11.599><c> only</c><00:04:12.000><c> be</c><00:04:12.239><c> used</c><00:04:12.720><c> to</c> this method can only be used to this method can only be used to determine<00:04:13.760><c> the</c> determine the determine the moment<00:04:14.799><c> acting</c><00:04:15.439><c> in</c><00:04:15.760><c> the</c><00:04:16.359><c> columns</c>
40	2vX3qyRmHec	3.12 Chapter summary	https://www.youtube.com/watch?v=2vX3qyRmHec	3.12_Chapter_summary.en.vtt	in<00:00:00.240><c> the</c><00:00:00.640><c> previous</c><00:00:01.120><c> videos</c><00:00:02.080><c> we</c><00:00:02.399><c> have</c><00:00:02.720><c> discussed</c> in the previous videos we have discussed in the previous videos we have discussed three<00:00:04.160><c> examples</c><00:00:05.120><c> of</c><00:00:05.440><c> analyzing</c><00:00:06.240><c> a</c><00:00:06.399><c> structures</c> three examples of analyzing a structures three examples of analyzing a structures by<00:00:07.919><c> using</c><00:00:08.480><c> three</c><00:00:08.880><c> different</c><00:00:09.440><c> methods</c><00:00:10.080><c> of</c> by using three different methods of by using three different methods of analysis analysis analysis which<00:00:12.240><c> include</c><00:00:13.040><c> the</c><00:00:13.280><c> immortal</c><00:00:14.400><c> distribution</c> which include the immortal distribution which include the immortal distribution method<00:00:15.679><c> for</c><00:00:15.920><c> a</c><00:00:16.160><c> continuous</c><00:00:16.960><c> beam</c> method for a continuous beam method for a continuous beam the<00:00:18.480><c> moment</c><00:00:18.960><c> distribution</c><00:00:19.760><c> method</c><00:00:20.320><c> for</c> the moment distribution method for the moment distribution method for substitute<00:00:21.439><c> frame</c> substitute frame substitute frame and<00:00:22.960><c> also</c><00:00:23.519><c> the</c><00:00:23.840><c> analysis</c><00:00:25.039><c> of</c><00:00:25.279><c> the</c><00:00:25.519><c> moment</c> and also the analysis of the moment and also the analysis of the moment acting<00:00:26.560><c> in</c><00:00:26.720><c> the</c><00:00:27.119><c> column</c> acting in the column acting in the column these<00:00:29.599><c> examples</c><00:00:30.480><c> are</c><00:00:30.880><c> basically</c><00:00:31.599><c> based</c><00:00:32.000><c> on</c> these examples are basically based on these examples are basically based on the<00:00:32.559><c> same</c><00:00:33.000><c> configurations</c><00:00:34.079><c> of</c><00:00:34.160><c> the</c> the same configurations of the the same configurations of the structures structures structures the<00:00:36.640><c> structures</c><00:00:37.360><c> is</c><00:00:37.600><c> basically</c><00:00:38.320><c> comprising</c> the structures is basically comprising the structures is basically comprising a<00:00:40.239><c> continuous</c><00:00:41.360><c> tree</c><00:00:41.680><c> spam</c><00:00:42.239><c> beam</c> a continuous tree spam beam a continuous tree spam beam with<00:00:43.760><c> the</c><00:00:44.000><c> span</c><00:00:44.559><c> of</c><00:00:44.800><c> 6</c><00:00:45.120><c> meter</c><00:00:45.920><c> 4</c><00:00:46.239><c> meter</c> with the span of 6 meter 4 meter with the span of 6 meter 4 meter and<00:00:47.360><c> 6</c><00:00:47.600><c> meter</c><00:00:49.520><c> there</c><00:00:49.760><c> will</c><00:00:50.079><c> be</c> and 6 meter there will be and 6 meter there will be a<00:00:51.199><c> column</c><00:00:51.760><c> height</c><00:00:52.320><c> of</c><00:00:52.640><c> 3.5</c><00:00:53.520><c> meter</c> a column height of 3.5 meter a column height of 3.5 meter on<00:00:54.239><c> top</c><00:00:54.480><c> of</c><00:00:54.559><c> the</c><00:00:54.800><c> beam</c><00:00:55.440><c> and</c><00:00:55.920><c> 4</c><00:00:56.160><c> meter</c><00:00:56.879><c> below</c><00:00:57.280><c> the</c> on top of the beam and 4 meter below the on top of the beam and 4 meter below the beam beam beam as<00:00:59.520><c> the</c><00:00:59.760><c> method</c><00:01:00.239><c> used</c><00:01:00.559><c> to</c><00:01:00.800><c> analyze</c><00:01:01.440><c> the</c> as the method used to analyze the as the method used to analyze the structures<00:01:02.320><c> differ</c> structures differ structures differ the<00:01:03.760><c> calculated</c><00:01:04.720><c> value</c><00:01:05.840><c> from</c><00:01:06.240><c> the</c><00:01:06.560><c> analysis</c> the calculated value from the analysis the calculated value from the analysis methods methods methods also<00:01:08.479><c> differ</c><00:01:10.240><c> also</c> also differ also also differ also the<00:01:12.080><c> total</c><00:01:12.720><c> amount</c><00:01:13.200><c> of</c><00:01:13.439><c> informations</c><00:01:14.400><c> that</c> the total amount of informations that the total amount of informations that can<00:01:14.960><c> be</c> can be can be extracted<00:01:16.159><c> from</c><00:01:16.560><c> different</c><00:01:17.119><c> methods</c><00:01:17.759><c> of</c> extracted from different methods of extracted from different methods of analysis analysis analysis also<00:01:19.520><c> differ</c><00:01:21.040><c> in</c><00:01:21.280><c> this</c><00:01:21.600><c> videos</c> also differ in this videos also differ in this videos we're<00:01:22.799><c> going</c><00:01:23.119><c> to</c><00:01:23.600><c> compare</c><00:01:24.240><c> the</c><00:01:24.640><c> analysis</c> we're going to compare the analysis we're going to compare the analysis outcome outcome outcome based<00:01:26.960><c> on</c><00:01:27.360><c> the</c><00:01:27.840><c> three</c><00:01:28.400><c> analysis</c><00:01:29.200><c> method</c> based on the three analysis method based on the three analysis method by<00:01:30.560><c> referring</c><00:01:31.360><c> to</c><00:01:31.759><c> the</c><00:01:32.000><c> three</c><00:01:32.400><c> example</c> by referring to the three example by referring to the three example that<00:01:33.439><c> we</c><00:01:33.680><c> did</c><00:01:34.000><c> previously</c><00:01:35.600><c> if</c><00:01:35.840><c> you</c><00:01:36.079><c> haven't</c> that we did previously if you haven't that we did previously if you haven't gone<00:01:36.799><c> through</c><00:01:37.200><c> the</c><00:01:37.439><c> tree</c><00:01:37.840><c> calculation</c><00:01:38.720><c> method</c> gone through the tree calculation method gone through the tree calculation method you<00:01:40.079><c> may</c><00:01:40.479><c> freak</c><00:01:40.960><c> back</c><00:01:41.280><c> the</c><00:01:41.759><c> relevant</c><00:01:42.399><c> videos</c> you may freak back the relevant videos you may freak back the relevant videos before<00:01:44.000><c> you</c><00:01:44.399><c> proceed</c><00:01:45.040><c> with</c><00:01:45.439><c> the</c><00:01:45.759><c> discussion</c> before you proceed with the discussion before you proceed with the discussion here here here this<00:01:48.079><c> will</c><00:01:48.320><c> help</c><00:01:48.640><c> you</c><00:01:48.960><c> to</c><00:01:49.280><c> comprehend</c><00:01:50.079><c> more</c> this will help you to comprehend more this will help you to comprehend more in<00:01:51.119><c> terms</c><00:01:51.600><c> of</c><00:01:52.000><c> the</c><00:01:52.320><c> outcome</c><00:01:52.960><c> of</c><00:01:53.280><c> the</c><00:01:53.520><c> three</c> in terms of the outcome of the three in terms of the outcome of the three different<00:01:54.399><c> analysis</c> different analysis different analysis the<00:01:57.439><c> envelope</c><00:01:58.079><c> bending</c><00:01:58.560><c> moment</c><00:01:59.040><c> and</c><00:01:59.280><c> shear</c> the envelope bending moment and shear the envelope bending moment and shear force<00:01:59.920><c> diagram</c> force diagram force diagram for<00:02:01.360><c> the</c><00:02:01.520><c> continuous</c><00:02:02.479><c> beam</c><00:02:02.960><c> method</c><00:02:03.759><c> is</c> for the continuous beam method is for the continuous beam method is given<00:02:05.040><c> here</c><00:02:07.439><c> as</c><00:02:07.920><c> for</c><00:02:08.239><c> the</c> given here as for the given here as for the sub<00:02:09.280><c> frame</c><00:02:09.920><c> here</c><00:02:10.879><c> the</c><00:02:11.280><c> bending</c><00:02:11.760><c> moment</c> sub frame here the bending moment sub frame here the bending moment and<00:02:12.480><c> shear</c><00:02:12.720><c> force</c><00:02:13.040><c> diagrams</c><00:02:13.760><c> are</c><00:02:14.000><c> given</c><00:02:14.400><c> here</c> and shear force diagrams are given here and shear force diagrams are given here this<00:02:16.720><c> analysis</c><00:02:17.599><c> method</c><00:02:18.480><c> ignore</c><00:02:19.040><c> the</c> this analysis method ignore the this analysis method ignore the contributions<00:02:20.480><c> of</c><00:02:20.560><c> the</c><00:02:20.800><c> column</c><00:02:21.680><c> in</c><00:02:21.920><c> terms</c><00:02:22.400><c> of</c> contributions of the column in terms of contributions of the column in terms of resisting resisting resisting the<00:02:23.840><c> moment</c><00:02:25.760><c> that</c><00:02:26.000><c> means</c><00:02:26.319><c> that</c> the moment that means that the moment that means that the<00:02:27.200><c> moments</c><00:02:27.920><c> are</c><00:02:28.239><c> to</c><00:02:28.480><c> be</c><00:02:28.959><c> fully</c><00:02:29.440><c> taken</c> the moments are to be fully taken the moments are to be fully taken by<00:02:30.400><c> the</c><00:02:30.640><c> beam</c><00:02:32.400><c> and</c><00:02:32.640><c> for</c><00:02:32.959><c> that</c> by the beam and for that by the beam and for that the<00:02:33.920><c> stress</c><00:02:34.560><c> are</c><00:02:35.200><c> distributed</c><00:02:36.239><c> within</c><00:02:36.800><c> the</c> the stress are distributed within the the stress are distributed within the beam beam beam until<00:02:38.480><c> it</c><00:02:38.720><c> reaches</c><00:02:39.040><c> to</c><00:02:39.280><c> a</c><00:02:39.440><c> state</c><00:02:40.000><c> of</c><00:02:40.480><c> stability</c> until it reaches to a state of stability until it reaches to a state of stability in<00:02:41.840><c> terms</c><00:02:42.319><c> of</c><00:02:42.560><c> the</c><00:02:43.040><c> fixed</c><00:02:43.440><c> end</c><00:02:43.680><c> moment</c> in terms of the fixed end moment in terms of the fixed end moment when<00:02:45.920><c> all</c><00:02:46.239><c> the</c><00:02:47.200><c> loads</c><00:02:47.680><c> are</c><00:02:48.080><c> to</c><00:02:48.319><c> be</c> when all the loads are to be when all the loads are to be fully<00:02:49.200><c> taken</c><00:02:49.680><c> by</c><00:02:49.920><c> the</c><00:02:50.160><c> beam</c><00:02:51.360><c> it</c><00:02:51.599><c> will</c><00:02:51.920><c> lead</c><00:02:52.239><c> to</c> fully taken by the beam it will lead to fully taken by the beam it will lead to a<00:02:53.040><c> higher</c><00:02:53.599><c> degree</c><00:02:54.160><c> of</c><00:02:54.480><c> movement</c><00:02:55.200><c> throughout</c> a higher degree of movement throughout a higher degree of movement throughout the the the continuous<00:02:56.959><c> beam</c><00:02:57.599><c> in</c><00:02:57.840><c> comparison</c><00:02:58.879><c> to</c> continuous beam in comparison to continuous beam in comparison to the<00:02:59.680><c> frame</c><00:03:00.080><c> structure</c> sames<00:03:03.760><c> goes</c><00:03:04.239><c> to</c><00:03:04.640><c> the</c><00:03:04.879><c> shear</c><00:03:05.200><c> force</c><00:03:05.760><c> acting</c> sames goes to the shear force acting sames goes to the shear force acting on<00:03:06.720><c> the</c><00:03:07.040><c> continuous</c><00:03:08.080><c> beam</c><00:03:09.200><c> in</c> on the continuous beam in on the continuous beam in another<00:03:10.000><c> word</c><00:03:10.720><c> the</c><00:03:10.959><c> design</c><00:03:11.599><c> of</c><00:03:12.000><c> the</c> another word the design of the another word the design of the continuous<00:03:13.120><c> being</c> continuous being continuous being based<00:03:14.319><c> on</c><00:03:14.800><c> this</c><00:03:15.200><c> analysis</c><00:03:16.560><c> is</c><00:03:16.879><c> normally</c><00:03:17.519><c> more</c> based on this analysis is normally more based on this analysis is normally more conservative conservative conservative than<00:03:19.599><c> the</c><00:03:19.840><c> frame</c><00:03:20.239><c> analysis</c> than the frame analysis than the frame analysis as<00:03:22.879><c> for</c><00:03:23.120><c> the</c><00:03:23.280><c> analysis</c><00:03:24.159><c> by</c><00:03:24.400><c> the</c><00:03:24.640><c> frame</c> as for the analysis by the frame as for the analysis by the frame the<00:03:26.640><c> columns</c><00:03:27.280><c> are</c><00:03:27.599><c> assumed</c><00:03:28.319><c> to</c><00:03:28.799><c> take</c><00:03:29.120><c> certain</c> the columns are assumed to take certain the columns are assumed to take certain degree degree degree of<00:03:30.720><c> moment</c><00:03:31.840><c> throughout</c><00:03:32.480><c> the</c> of moment throughout the of moment throughout the members<00:03:35.280><c> it</c><00:03:35.519><c> means</c><00:03:35.920><c> that</c><00:03:36.560><c> some</c> members it means that some members it means that some degree<00:03:37.440><c> of</c><00:03:37.680><c> moment</c><00:03:38.239><c> here</c><00:03:38.959><c> are</c><00:03:39.280><c> to</c><00:03:39.519><c> be</c> degree of moment here are to be degree of moment here are to be distributed distributed distributed into<00:03:41.680><c> the</c><00:03:42.080><c> columns</c> into the columns into the columns this<00:03:44.560><c> will</c><00:03:44.959><c> give</c><00:03:45.280><c> you</c><00:03:45.680><c> a</c><00:03:46.000><c> slightly</c><00:03:46.720><c> lower</c> this will give you a slightly lower this will give you a slightly lower moment moment moment force<00:03:49.040><c> acting</c><00:03:49.760><c> within</c><00:03:50.319><c> the</c><00:03:50.879><c> beam</c> force acting within the beam force acting within the beam and<00:03:52.959><c> sames</c><00:03:53.519><c> goes</c><00:03:54.000><c> to</c><00:03:54.319><c> the</c><00:03:54.640><c> shear</c><00:03:54.959><c> force</c> and sames goes to the shear force and sames goes to the shear force diagram diagram diagram there<00:03:57.439><c> is</c><00:03:57.760><c> another</c><00:03:58.480><c> significance</c><00:03:59.280><c> difference</c> there is another significance difference there is another significance difference between<00:04:00.560><c> the</c><00:04:00.799><c> two</c><00:04:01.120><c> methods</c> between the two methods between the two methods the<00:04:03.519><c> continuous</c><00:04:04.400><c> mean</c><00:04:04.720><c> method</c><00:04:05.519><c> assumes</c> the continuous mean method assumes the continuous mean method assumes the<00:04:06.640><c> beam</c><00:04:07.120><c> end</c><00:04:07.599><c> does</c><00:04:07.920><c> not</c><00:04:08.239><c> carry</c><00:04:08.799><c> any</c><00:04:09.120><c> moment</c> the beam end does not carry any moment the beam end does not carry any moment as<00:04:11.760><c> for</c><00:04:12.080><c> the</c><00:04:12.560><c> subframe</c><00:04:13.360><c> method</c> as for the subframe method as for the subframe method there<00:04:15.040><c> will</c><00:04:15.280><c> be</c><00:04:15.680><c> moment</c><00:04:16.239><c> acting</c><00:04:16.799><c> at</c><00:04:16.959><c> the</c><00:04:17.120><c> end</c> there will be moment acting at the end there will be moment acting at the end of<00:04:17.600><c> the</c> of the of the beam<00:04:20.320><c> this</c><00:04:20.720><c> will</c> beam this will beam this will give<00:04:21.519><c> you</c><00:04:21.919><c> a</c><00:04:22.240><c> more</c><00:04:22.560><c> critical</c><00:04:23.919><c> end</c> give you a more critical end give you a more critical end moment<00:04:25.040><c> and</c><00:04:25.520><c> and</c><00:04:25.919><c> shear</c><00:04:26.400><c> force</c> moment and and shear force moment and and shear force at<00:04:27.440><c> the</c><00:04:27.680><c> end</c><00:04:28.080><c> of</c><00:04:28.240><c> the</c><00:04:28.639><c> members</c> at the end of the members at the end of the members the<00:04:31.280><c> continuous</c><00:04:32.160><c> beam</c><00:04:32.479><c> member</c><00:04:33.440><c> is</c><00:04:33.759><c> unable</c><00:04:34.479><c> to</c> the continuous beam member is unable to the continuous beam member is unable to determine<00:04:35.680><c> the</c><00:04:36.080><c> moment</c><00:04:36.639><c> acting</c><00:04:37.280><c> on</c><00:04:37.600><c> the</c> determine the moment acting on the determine the moment acting on the column<00:04:39.280><c> to</c><00:04:39.520><c> determine</c><00:04:40.240><c> the</c><00:04:40.639><c> moment</c><00:04:41.040><c> acting</c><00:04:41.520><c> on</c> column to determine the moment acting on column to determine the moment acting on the<00:04:41.840><c> column</c> the column the column normally<00:04:43.440><c> we</c><00:04:43.680><c> need</c><00:04:44.000><c> to</c><00:04:44.400><c> calculate</c><00:04:45.120><c> from</c><00:04:45.520><c> a</c> normally we need to calculate from a normally we need to calculate from a substitute<00:04:46.639><c> column</c> substitute column substitute column the<00:04:48.560><c> substitute</c><00:04:49.280><c> column</c><00:04:49.840><c> here</c><00:04:50.320><c> is</c><00:04:50.479><c> actually</c> the substitute column here is actually the substitute column here is actually referring<00:04:51.759><c> to</c> referring to referring to this<00:04:52.720><c> column</c><00:04:53.680><c> which</c><00:04:54.080><c> is</c><00:04:54.320><c> represented</c><00:04:55.199><c> by</c> this column which is represented by this column which is represented by this<00:04:56.080><c> element</c><00:04:58.240><c> the</c><00:04:58.479><c> largest</c> this element the largest this element the largest moment<00:05:00.080><c> acting</c><00:05:00.560><c> on</c><00:05:00.639><c> the</c><00:05:00.880><c> column</c><00:05:01.440><c> will</c><00:05:01.680><c> be</c> moment acting on the column will be moment acting on the column will be determined<00:05:02.560><c> by</c> determined by determined by the<00:05:03.520><c> maximum</c><00:05:04.240><c> load</c><00:05:04.800><c> at</c><00:05:04.960><c> the</c><00:05:05.120><c> longer</c><00:05:05.520><c> span</c> the maximum load at the longer span the maximum load at the longer span and<00:05:06.240><c> the</c><00:05:06.479><c> minimum</c><00:05:07.039><c> loop</c><00:05:07.440><c> at</c><00:05:07.600><c> the</c><00:05:07.919><c> shutter</c><00:05:08.320><c> span</c> and the minimum loop at the shutter span and the minimum loop at the shutter span it<00:05:10.000><c> is</c><00:05:10.240><c> found</c><00:05:10.639><c> to</c><00:05:10.800><c> be</c><00:05:11.120><c> 18</c><00:05:11.680><c> kilo</c><00:05:12.000><c> newton</c><00:05:12.720><c> meter</c> it is found to be 18 kilo newton meter it is found to be 18 kilo newton meter for<00:05:14.000><c> the</c><00:05:14.160><c> upper</c><00:05:14.639><c> column</c><00:05:15.360><c> and</c><00:05:15.759><c> 16</c><00:05:16.240><c> kilo</c><00:05:16.639><c> newton</c> for the upper column and 16 kilo newton for the upper column and 16 kilo newton meter meter meter for<00:05:18.160><c> the</c><00:05:18.479><c> lower</c><00:05:18.880><c> column</c><00:05:20.400><c> in</c><00:05:20.639><c> comparison</c> for the lower column in comparison for the lower column in comparison to<00:05:21.919><c> the</c><00:05:22.240><c> moment</c><00:05:22.720><c> obtained</c><00:05:23.280><c> from</c><00:05:23.600><c> this</c><00:05:23.919><c> frame</c> to the moment obtained from this frame to the moment obtained from this frame here here here this<00:05:26.960><c> frame</c><00:05:27.440><c> seems</c><00:05:27.759><c> to</c><00:05:27.919><c> be</c><00:05:28.400><c> more</c><00:05:28.639><c> critically</c> this frame seems to be more critically this frame seems to be more critically demonstrated<00:05:31.199><c> with</c><00:05:31.440><c> a</c><00:05:31.600><c> higher</c><00:05:32.160><c> degree</c><00:05:32.880><c> of</c> demonstrated with a higher degree of demonstrated with a higher degree of moment<00:05:35.039><c> at</c><00:05:35.199><c> the</c><00:05:35.520><c> upper</c><00:05:36.160><c> and</c><00:05:36.479><c> lower</c><00:05:36.960><c> columns</c> moment at the upper and lower columns moment at the upper and lower columns the<00:05:38.800><c> main</c><00:05:39.120><c> reason</c><00:05:39.759><c> is</c><00:05:40.639><c> this</c><00:05:41.039><c> frame</c><00:05:41.440><c> analysis</c> the main reason is this frame analysis the main reason is this frame analysis is<00:05:43.520><c> considering</c><00:05:44.560><c> several</c><00:05:45.680><c> different</c><00:05:46.240><c> type</c><00:05:46.639><c> of</c> is considering several different type of is considering several different type of load<00:05:47.360><c> combinations</c><00:05:49.759><c> these</c> load combinations these load combinations these numbers<00:05:50.960><c> are</c><00:05:51.280><c> obtained</c><00:05:52.000><c> based</c><00:05:52.400><c> on</c><00:05:52.560><c> the</c><00:05:52.800><c> worst</c> numbers are obtained based on the worst numbers are obtained based on the worst case<00:05:53.440><c> scenario</c> case scenario case scenario as<00:05:55.680><c> for</c><00:05:56.080><c> this</c><00:05:56.960><c> sub</c><00:05:57.440><c> column</c><00:05:58.319><c> frame</c> as for this sub column frame as for this sub column frame only<00:06:01.120><c> one</c><00:06:01.600><c> case</c><00:06:02.160><c> is</c><00:06:02.479><c> used</c> only one case is used only one case is used lastly<00:06:05.600><c> this</c><00:06:06.000><c> slide</c><00:06:06.560><c> gives</c><00:06:06.880><c> us</c><00:06:07.120><c> a</c><00:06:07.360><c> summary</c><00:06:08.000><c> of</c> lastly this slide gives us a summary of lastly this slide gives us a summary of this this this entire<00:06:09.280><c> chapter</c><00:06:10.639><c> a</c><00:06:10.800><c> structure</c><00:06:11.520><c> can</c><00:06:11.680><c> be</c> entire chapter a structure can be entire chapter a structure can be analyzed<00:06:12.880><c> in</c><00:06:13.039><c> terms</c><00:06:13.440><c> of</c><00:06:13.600><c> the</c><00:06:13.759><c> vertical</c><00:06:14.400><c> look</c> analyzed in terms of the vertical look analyzed in terms of the vertical look acting acting acting on<00:06:15.520><c> the</c><00:06:15.840><c> structural</c><00:06:16.479><c> element</c><00:06:17.759><c> or</c><00:06:18.240><c> in</c><00:06:18.400><c> terms</c><00:06:18.880><c> of</c> on the structural element or in terms of on the structural element or in terms of the<00:06:19.199><c> overturning</c> the overturning the overturning load<00:06:20.560><c> acting</c><00:06:21.199><c> on</c><00:06:21.600><c> the</c><00:06:22.000><c> entire</c><00:06:22.560><c> structure</c> load acting on the entire structure load acting on the entire structure the<00:06:24.160><c> analysis</c><00:06:25.039><c> outcome</c><00:06:25.680><c> for</c><00:06:25.840><c> the</c><00:06:26.080><c> overturning</c> the analysis outcome for the overturning the analysis outcome for the overturning load load load are<00:06:27.919><c> basically</c><00:06:28.720><c> the</c><00:06:29.039><c> reactions</c><00:06:30.080><c> and</c><00:06:30.319><c> the</c> are basically the reactions and the are basically the reactions and the overturning<00:06:31.280><c> moment</c> overturning moment overturning moment you<00:06:33.120><c> will</c><00:06:33.360><c> need</c><00:06:33.600><c> to</c><00:06:34.080><c> consider</c><00:06:34.960><c> the</c><00:06:35.680><c> actions</c> you will need to consider the actions you will need to consider the actions whether<00:06:37.280><c> it</c><00:06:37.520><c> is</c><00:06:37.840><c> favorable</c><00:06:38.720><c> and</c><00:06:39.039><c> unfavorable</c> whether it is favorable and unfavorable whether it is favorable and unfavorable and<00:06:41.199><c> under</c><00:06:41.680><c> different</c><00:06:42.160><c> look</c><00:06:42.479><c> combinations</c> and under different look combinations and under different look combinations the<00:06:45.280><c> most</c><00:06:45.680><c> critical</c><00:06:46.400><c> situations</c><00:06:47.520><c> is</c><00:06:47.919><c> selected</c> the most critical situations is selected the most critical situations is selected for<00:06:50.319><c> the</c><00:06:50.479><c> analysis</c><00:06:51.440><c> of</c><00:06:51.599><c> the</c><00:06:51.759><c> structure</c> for the analysis of the structure for the analysis of the structure subjected<00:06:53.120><c> to</c> subjected to subjected to vertical<00:06:54.160><c> load</c><00:06:55.840><c> in</c><00:06:56.000><c> the</c><00:06:56.319><c> case</c><00:06:56.800><c> that</c><00:06:57.120><c> the</c> vertical load in the case that the vertical load in the case that the lateral<00:06:58.080><c> load</c><00:06:58.400><c> is</c><00:06:58.639><c> in</c><00:06:58.960><c> all</c><00:06:59.919><c> that</c><00:07:00.160><c> means</c> lateral load is in all that means lateral load is in all that means these<00:07:01.280><c> chapters</c><00:07:02.160><c> is</c><00:07:02.400><c> only</c><00:07:02.960><c> applicable</c><00:07:03.840><c> for</c> these chapters is only applicable for these chapters is only applicable for brace<00:07:05.120><c> frame</c><00:07:05.680><c> conditions</c> brace frame conditions brace frame conditions the<00:07:07.599><c> structural</c><00:07:08.319><c> element</c><00:07:08.880><c> can</c><00:07:09.199><c> be</c><00:07:09.520><c> in</c><00:07:09.680><c> the</c> the structural element can be in the the structural element can be in the form<00:07:10.319><c> of</c><00:07:10.639><c> simply</c><00:07:11.120><c> supported</c><00:07:11.759><c> beam</c> form of simply supported beam form of simply supported beam continuous<00:07:13.360><c> beam</c><00:07:14.560><c> or</c><00:07:15.039><c> frame</c><00:07:15.440><c> analysis</c> continuous beam or frame analysis continuous beam or frame analysis the<00:07:17.599><c> simply</c><00:07:18.160><c> supported</c><00:07:18.800><c> being</c><00:07:19.120><c> analysis</c><00:07:20.240><c> is</c> the simply supported being analysis is the simply supported being analysis is very<00:07:20.880><c> straightforward</c><00:07:22.240><c> by</c><00:07:22.560><c> using</c><00:07:23.039><c> standard</c> very straightforward by using standard very straightforward by using standard equations<00:07:24.560><c> of</c><00:07:24.880><c> static</c><00:07:25.360><c> equilibrium</c><00:07:26.160><c> you</c><00:07:26.319><c> will</c> equations of static equilibrium you will equations of static equilibrium you will be<00:07:26.720><c> able</c><00:07:27.199><c> to</c><00:07:27.440><c> obtain</c><00:07:28.000><c> the</c> be able to obtain the be able to obtain the moment<00:07:28.960><c> and</c><00:07:29.199><c> share</c><00:07:29.599><c> acting</c><00:07:30.080><c> on</c><00:07:30.160><c> the</c><00:07:30.400><c> beam</c> moment and share acting on the beam moment and share acting on the beam of<00:07:32.800><c> course</c><00:07:33.199><c> the</c><00:07:33.680><c> columns</c><00:07:34.720><c> are</c><00:07:34.960><c> in</c><00:07:35.199><c> no</c> of course the columns are in no of course the columns are in no in<00:07:35.919><c> this</c><00:07:36.240><c> kind</c><00:07:36.560><c> of</c><00:07:36.720><c> analysis</c> in this kind of analysis in this kind of analysis as<00:07:39.280><c> for</c><00:07:39.440><c> the</c><00:07:39.680><c> continuous</c><00:07:40.479><c> beam</c><00:07:41.440><c> you</c><00:07:41.680><c> may</c> as for the continuous beam you may as for the continuous beam you may calculate<00:07:42.880><c> by</c><00:07:43.280><c> using</c><00:07:43.840><c> the</c><00:07:44.240><c> moment</c> calculate by using the moment calculate by using the moment distribution<00:07:45.440><c> method</c> distribution method distribution method to<00:07:46.560><c> obtain</c><00:07:47.120><c> the</c><00:07:47.680><c> moment</c><00:07:48.240><c> and</c><00:07:48.400><c> share</c><00:07:48.720><c> load</c> there<00:07:51.599><c> will</c><00:07:51.840><c> be</c><00:07:52.240><c> two</c><00:07:52.720><c> sets</c><00:07:53.199><c> of</c><00:07:53.919><c> loop</c> there will be two sets of loop there will be two sets of loop conditions conditions conditions that<00:07:56.080><c> you</c><00:07:56.319><c> need</c><00:07:56.479><c> to</c><00:07:56.840><c> apply</c> that you need to apply that you need to apply within<00:08:00.160><c> either</c><00:08:00.720><c> set</c><00:08:01.039><c> of</c><00:08:01.199><c> the</c><00:08:01.360><c> load</c> within either set of the load within either set of the load arrangement arrangement arrangement you<00:08:03.280><c> will</c><00:08:03.680><c> have</c><00:08:03.919><c> to</c><00:08:04.479><c> analyze</c><00:08:05.199><c> for</c><00:08:05.520><c> different</c> you will have to analyze for different you will have to analyze for different combinations combinations combinations of<00:08:07.280><c> the</c><00:08:07.520><c> maximum</c><00:08:08.400><c> and</c><00:08:08.720><c> minimum</c><00:08:09.280><c> loads</c> of the maximum and minimum loads of the maximum and minimum loads develop<00:08:12.240><c> the</c><00:08:12.639><c> shear</c><00:08:12.960><c> force</c><00:08:13.360><c> and</c><00:08:13.520><c> bending</c> develop the shear force and bending develop the shear force and bending moment<00:08:14.319><c> diagram</c> moment diagram moment diagram based<00:08:16.080><c> on</c><00:08:16.800><c> each</c><00:08:17.680><c> loop</c><00:08:18.000><c> combinations</c> based on each loop combinations based on each loop combinations merge<00:08:20.479><c> the</c><00:08:20.720><c> diagrams</c><00:08:21.280><c> together</c><00:08:22.319><c> in</c><00:08:22.560><c> order</c><00:08:22.960><c> to</c> merge the diagrams together in order to merge the diagrams together in order to obtain<00:08:24.000><c> the</c><00:08:24.400><c> envelope</c><00:08:25.039><c> shear</c><00:08:25.360><c> force</c><00:08:25.680><c> and</c> obtain the envelope shear force and obtain the envelope shear force and bending<00:08:26.240><c> moment</c><00:08:26.639><c> diagrams</c> bending moment diagrams bending moment diagrams this<00:08:29.360><c> calculation</c><00:08:30.240><c> step</c><00:08:30.720><c> is</c><00:08:31.199><c> rather</c><00:08:31.680><c> lengthy</c> this calculation step is rather lengthy this calculation step is rather lengthy and<00:08:32.560><c> tedious</c><00:08:34.519><c> alternatively</c> and tedious alternatively and tedious alternatively you<00:08:36.080><c> may</c><00:08:36.479><c> choose</c><00:08:36.959><c> to</c><00:08:37.360><c> refers</c><00:08:38.000><c> to</c><00:08:38.399><c> table</c><00:08:38.880><c> 3.5</c> you may choose to refers to table 3.5 you may choose to refers to table 3.5 or<00:08:40.320><c> bs</c><00:08:41.120><c> at</c><00:08:41.279><c> 110</c><00:08:42.640><c> for</c><00:08:42.880><c> a</c><00:08:43.120><c> simplified</c><00:08:43.919><c> method</c> or bs at 110 for a simplified method or bs at 110 for a simplified method this<00:08:46.320><c> method</c><00:08:46.880><c> is</c><00:08:47.200><c> normally</c><00:08:47.839><c> slightly</c><00:08:48.399><c> more</c> this method is normally slightly more this method is normally slightly more conservative conservative conservative in<00:08:49.839><c> comparison</c><00:08:50.800><c> to</c><00:08:51.120><c> the</c><00:08:51.440><c> moment</c><00:08:51.839><c> distribution</c> in comparison to the moment distribution in comparison to the moment distribution method method method however<00:08:55.839><c> please</c><00:08:56.399><c> note</c><00:08:56.880><c> that</c><00:08:57.360><c> there</c><00:08:57.680><c> are</c> however please note that there are however please note that there are several<00:08:58.720><c> conditions</c><00:08:59.600><c> for</c> several conditions for several conditions for this<00:09:00.399><c> method</c><00:09:00.880><c> to</c><00:09:01.040><c> be</c><00:09:01.279><c> applicable</c> this method to be applicable this method to be applicable as<00:09:03.839><c> for</c><00:09:04.160><c> the</c><00:09:04.320><c> frame</c><00:09:04.720><c> analysis</c><00:09:06.080><c> sub</c><00:09:06.399><c> frames</c> as for the frame analysis sub frames as for the frame analysis sub frames are<00:09:07.360><c> analyzed</c><00:09:08.880><c> it</c><00:09:09.040><c> can</c><00:09:09.360><c> be</c><00:09:09.760><c> in</c><00:09:09.920><c> the</c><00:09:10.160><c> form</c><00:09:10.560><c> of</c> are analyzed it can be in the form of are analyzed it can be in the form of the<00:09:10.959><c> entire</c><00:09:11.519><c> flow</c> the entire flow the entire flow or<00:09:12.800><c> in</c><00:09:12.959><c> the</c><00:09:13.200><c> form</c><00:09:13.519><c> of</c><00:09:13.760><c> center</c><00:09:14.240><c> beam</c><00:09:15.040><c> or</c><00:09:15.360><c> in</c><00:09:15.519><c> the</c> or in the form of center beam or in the or in the form of center beam or in the form form form of<00:09:16.560><c> columns</c> the<00:09:19.760><c> frame</c><00:09:20.240><c> analysis</c><00:09:21.200><c> is</c><00:09:21.600><c> normally</c><00:09:22.480><c> more</c> the frame analysis is normally more the frame analysis is normally more tedious<00:09:23.600><c> as</c><00:09:23.839><c> compared</c><00:09:24.399><c> to</c> tedious as compared to tedious as compared to the<00:09:25.120><c> continuous</c><00:09:25.920><c> being</c><00:09:26.240><c> analysis</c> the continuous being analysis the continuous being analysis the<00:09:28.720><c> larger</c><00:09:29.279><c> the</c><00:09:29.519><c> frame</c><00:09:30.160><c> the</c><00:09:30.399><c> analysis</c> the larger the frame the analysis the larger the frame the analysis will<00:09:31.680><c> be</c><00:09:32.080><c> more</c><00:09:32.399><c> tedious</c><00:09:33.040><c> in</c><00:09:33.200><c> comparison</c><00:09:34.080><c> to</c> will be more tedious in comparison to will be more tedious in comparison to the<00:09:34.720><c> more</c><00:09:35.040><c> simplified</c><00:09:36.720><c> versions</c><00:09:37.360><c> of</c><00:09:37.440><c> the</c> the more simplified versions of the the more simplified versions of the frame frame frame the<00:09:39.839><c> degree</c><00:09:40.320><c> or</c><00:09:40.560><c> informations</c><00:09:41.440><c> that</c><00:09:41.600><c> you</c><00:09:41.839><c> can</c> the degree or informations that you can the degree or informations that you can obtain obtain obtain from<00:09:42.880><c> the</c><00:09:43.120><c> analysis</c><00:09:44.000><c> also</c><00:09:44.399><c> differ</c> from the analysis also differ from the analysis also differ you<00:09:46.800><c> will</c><00:09:46.959><c> have</c><00:09:47.200><c> to</c><00:09:47.440><c> choose</c><00:09:47.920><c> the</c><00:09:48.240><c> analysis</c> you will have to choose the analysis you will have to choose the analysis method method method wisely<00:09:51.519><c> depending</c><00:09:52.399><c> of</c><00:09:52.640><c> the</c><00:09:52.880><c> needs</c> wisely depending of the needs wisely depending of the needs of<00:09:53.760><c> the</c><00:09:54.640><c> analysis</c><00:09:56.399><c> the</c><00:09:56.640><c> outcome</c><00:09:57.200><c> of</c><00:09:57.279><c> the</c> of the analysis the outcome of the of the analysis the outcome of the analysis analysis analysis may<00:09:58.720><c> differ</c><00:09:59.360><c> between</c><00:10:00.000><c> different</c><00:10:00.480><c> methods</c> may differ between different methods may differ between different methods the<00:10:02.079><c> differences</c><00:10:03.680><c> normally</c><00:10:04.480><c> is</c><00:10:04.720><c> not</c><00:10:05.040><c> that</c> the differences normally is not that the differences normally is not that significant significant significant these<00:10:07.440><c> differences</c><00:10:08.480><c> are</c><00:10:08.640><c> normally</c><00:10:09.360><c> can</c><00:10:09.600><c> be</c> these differences are normally can be these differences are normally can be adopted<00:10:10.880><c> by</c> adopted by adopted by the<00:10:11.839><c> high</c><00:10:12.240><c> degree</c><00:10:12.800><c> of</c><00:10:13.360><c> factor</c><00:10:13.839><c> of</c><00:10:14.000><c> safety</c> the high degree of factor of safety the high degree of factor of safety applied<00:10:15.519><c> to</c><00:10:15.680><c> the</c><00:10:15.920><c> actions</c><00:10:16.640><c> and</c><00:10:16.959><c> also</c><00:10:17.440><c> applied</c> applied to the actions and also applied applied to the actions and also applied to<00:10:18.160><c> the</c><00:10:18.399><c> materials</c> to the materials to the materials if<00:10:20.560><c> you</c><00:10:20.880><c> are</c><00:10:21.200><c> very</c><00:10:21.519><c> familiar</c><00:10:22.240><c> with</c><00:10:22.399><c> the</c> if you are very familiar with the if you are very familiar with the analysis<00:10:23.519><c> of</c> analysis of analysis of reinforced<00:10:24.399><c> concrete</c><00:10:24.880><c> structures</c><00:10:26.320><c> you</c><00:10:26.560><c> can</c> reinforced concrete structures you can reinforced concrete structures you can even<00:10:27.360><c> use</c> even use even use different<00:10:28.399><c> methods</c><00:10:29.200><c> freely</c> different methods freely different methods freely you<00:10:31.279><c> can</c><00:10:31.600><c> always</c><00:10:32.560><c> search</c><00:10:33.120><c> for</c><00:10:33.519><c> a</c><00:10:33.760><c> simpler</c> you can always search for a simpler you can always search for a simpler method method method which<00:10:36.160><c> gives</c><00:10:36.480><c> you</c><00:10:36.880><c> a</c><00:10:37.200><c> slightly</c><00:10:37.839><c> higher</c><00:10:38.399><c> degree</c> which gives you a slightly higher degree which gives you a slightly higher degree of<00:10:39.399><c> conservativeness</c> of conservativeness of conservativeness for<00:10:41.680><c> example</c><00:10:42.959><c> while</c><00:10:43.360><c> determining</c><00:10:44.320><c> the</c> for example while determining the for example while determining the mix<00:10:45.200><c> band</c><00:10:46.000><c> bending</c><00:10:46.560><c> moment</c><00:10:47.519><c> of</c><00:10:47.680><c> a</c><00:10:47.839><c> continuous</c> mix band bending moment of a continuous mix band bending moment of a continuous beam beam beam if<00:10:50.320><c> you</c><00:10:50.560><c> wish</c><00:10:50.959><c> to</c><00:10:51.440><c> cut</c><00:10:51.839><c> short</c><00:10:52.240><c> the</c> if you wish to cut short the if you wish to cut short the moment<00:10:54.000><c> distribution</c><00:10:54.880><c> methods</c><00:10:56.079><c> you</c><00:10:56.320><c> can</c> moment distribution methods you can moment distribution methods you can actually actually actually assume<00:10:57.839><c> it</c><00:10:58.000><c> to</c><00:10:58.160><c> be</c><00:10:58.399><c> simply</c><00:10:58.959><c> supported</c><00:10:59.600><c> beam</c> assume it to be simply supported beam assume it to be simply supported beam as<00:11:01.040><c> the</c><00:11:01.519><c> mix</c><00:11:01.920><c> band</c><00:11:02.320><c> moment</c><00:11:03.279><c> for</c><00:11:03.519><c> a</c><00:11:03.680><c> simply</c> as the mix band moment for a simply as the mix band moment for a simply supported<00:11:04.800><c> beams</c> supported beams supported beams are<00:11:05.680><c> normally</c><00:11:06.399><c> greater</c><00:11:07.120><c> than</c><00:11:07.600><c> the</c><00:11:08.000><c> moment</c> are normally greater than the moment are normally greater than the moment distribution<00:11:09.200><c> method</c><00:11:09.760><c> for</c><00:11:10.000><c> the</c> distribution method for the distribution method for the mix<00:11:11.040><c> band</c><00:11:11.440><c> bin</c><00:11:12.560><c> however</c><00:11:13.600><c> you</c><00:11:13.760><c> need</c> mix band bin however you need mix band bin however you need to<00:11:14.160><c> be</c><00:11:14.560><c> very</c><00:11:15.040><c> careful</c><00:11:15.760><c> with</c><00:11:16.160><c> the</c> to be very careful with the to be very careful with the negative<00:11:17.760><c> moment</c><00:11:18.240><c> head</c><00:11:18.800><c> burning</c><00:11:19.519><c> at</c><00:11:19.839><c> the</c> negative moment head burning at the negative moment head burning at the support<00:11:20.800><c> of</c><00:11:20.959><c> the</c><00:11:21.200><c> continuous</c><00:11:22.079><c> beam</c><00:11:23.200><c> as</c> support of the continuous beam as support of the continuous beam as the<00:11:23.920><c> simply</c><00:11:24.480><c> supported</c><00:11:25.200><c> beam</c><00:11:25.600><c> analysis</c> the simply supported beam analysis the simply supported beam analysis method method method will<00:11:27.839><c> assume</c><00:11:28.480><c> the</c><00:11:28.959><c> support</c><00:11:29.440><c> to</c><00:11:29.680><c> carry</c><00:11:30.079><c> no</c> will assume the support to carry no will assume the support to carry no moment moment moment which<00:11:31.839><c> actually</c><00:11:32.560><c> in</c><00:11:32.720><c> the</c><00:11:32.880><c> continuous</c><00:11:33.839><c> beam</c> which actually in the continuous beam which actually in the continuous beam there<00:11:34.880><c> must</c><00:11:35.200><c> be</c><00:11:35.519><c> negative</c><00:11:36.079><c> moments</c><00:11:36.720><c> to</c><00:11:37.120><c> appear</c> there must be negative moments to appear there must be negative moments to appear there there there to<00:11:39.120><c> be</c><00:11:39.360><c> safe</c><00:11:40.079><c> you</c><00:11:40.320><c> are</c><00:11:40.560><c> recommended</c><00:11:41.600><c> to</c> to be safe you are recommended to to be safe you are recommended to use<00:11:42.560><c> the</c><00:11:42.959><c> right</c><00:11:43.279><c> method</c><00:11:43.920><c> at</c><00:11:44.160><c> the</c><00:11:44.320><c> right</c><00:11:44.640><c> time</c> use the right method at the right time use the right method at the right time to<00:11:45.360><c> analyze</c> to analyze to analyze a<00:11:46.399><c> reinforced</c><00:11:47.120><c> concrete</c><00:11:47.600><c> structure</c><00:11:49.120><c> for</c><00:11:49.279><c> the</c> a reinforced concrete structure for the a reinforced concrete structure for the analysis<00:11:50.320><c> method</c><00:11:50.880><c> which</c><00:11:51.200><c> is</c><00:11:51.360><c> going</c><00:11:51.680><c> to</c><00:11:52.000><c> be</c> analysis method which is going to be analysis method which is going to be rather<00:11:52.800><c> tedious</c><00:11:53.760><c> and</c><00:11:54.000><c> lengthy</c> rather tedious and lengthy rather tedious and lengthy you<00:11:55.760><c> may</c><00:11:56.160><c> always</c><00:11:56.959><c> make</c><00:11:57.200><c> good</c><00:11:57.519><c> use</c><00:11:58.079><c> of</c><00:11:58.480><c> the</c> you may always make good use of the you may always make good use of the design<00:11:59.839><c> spreadsheet</c><00:12:00.639><c> or</c><00:12:01.120><c> some</c> design spreadsheet or some design spreadsheet or some analysis<00:12:03.639><c> softwares</c>
41	ciVYp-GZSnU	4.1 Introduction to analysis of section	https://www.youtube.com/watch?v=ciVYp-GZSnU	4.1_Introduction_to_analysis_of_section.en.vtt	chapter<00:00:00.640><c> 4</c><00:00:01.360><c> analysis</c><00:00:02.399><c> of</c><00:00:02.800><c> sections</c> chapter 4 analysis of sections chapter 4 analysis of sections the<00:00:04.319><c> analysis</c><00:00:05.120><c> of</c><00:00:05.440><c> sections</c><00:00:06.399><c> involve</c> the analysis of sections involve the analysis of sections involve determining<00:00:07.839><c> the</c> determining the determining the material<00:00:08.880><c> properties</c><00:00:10.080><c> and</c><00:00:10.320><c> the</c><00:00:10.480><c> stress</c> material properties and the stress material properties and the stress strength<00:00:11.200><c> relationship</c> strength relationship strength relationship of<00:00:12.480><c> a</c><00:00:12.559><c> reinforced</c><00:00:13.200><c> concrete</c><00:00:13.679><c> sections</c><00:00:14.639><c> in</c> of a reinforced concrete sections in of a reinforced concrete sections in order<00:00:15.280><c> to</c><00:00:15.839><c> acquire</c><00:00:16.560><c> the</c> order to acquire the order to acquire the force<00:00:17.520><c> and</c><00:00:17.760><c> moment</c><00:00:18.240><c> acting</c><00:00:19.039><c> within</c><00:00:19.520><c> the</c> force and moment acting within the force and moment acting within the section section section the<00:00:21.680><c> analysis</c><00:00:23.119><c> is</c><00:00:23.600><c> based</c><00:00:24.080><c> on</c><00:00:24.480><c> three</c> the analysis is based on three the analysis is based on three fundamental<00:00:25.920><c> principles</c><00:00:27.920><c> first</c> fundamental principles first fundamental principles first the<00:00:28.960><c> stress</c><00:00:29.599><c> and</c><00:00:29.840><c> the</c><00:00:30.000><c> strength</c><00:00:30.480><c> developed</c> the stress and the strength developed the stress and the strength developed within<00:00:31.599><c> the</c><00:00:31.840><c> sections</c><00:00:32.559><c> are</c><00:00:33.000><c> interrelated</c> within the sections are interrelated within the sections are interrelated and<00:00:34.800><c> they</c><00:00:35.200><c> are</c><00:00:35.520><c> closely</c><00:00:36.239><c> related</c><00:00:36.960><c> to</c> and they are closely related to and they are closely related to the<00:00:37.760><c> material</c><00:00:38.399><c> property</c><00:00:40.079><c> their</c><00:00:40.480><c> relationship</c> the material property their relationship the material property their relationship can<00:00:41.680><c> be</c> can be can be obtained<00:00:42.559><c> from</c><00:00:42.800><c> the</c><00:00:43.040><c> stress</c><00:00:43.440><c> strength</c><00:00:43.760><c> curve</c> obtained from the stress strength curve obtained from the stress strength curve of<00:00:44.399><c> the</c><00:00:44.559><c> respective</c><00:00:45.280><c> material</c> of the respective material of the respective material such<00:00:46.640><c> as</c><00:00:46.879><c> the</c><00:00:47.120><c> concrete</c><00:00:47.840><c> and</c><00:00:48.239><c> steel</c> such as the concrete and steel such as the concrete and steel next<00:00:50.800><c> the</c><00:00:50.960><c> distributions</c><00:00:52.000><c> of</c><00:00:52.079><c> the</c><00:00:52.239><c> strength</c> next the distributions of the strength next the distributions of the strength must<00:00:53.199><c> be</c> must be must be compatible<00:00:54.800><c> with</c><00:00:55.120><c> the</c><00:00:55.360><c> distorted</c><00:00:56.160><c> shape</c> compatible with the distorted shape compatible with the distorted shape of<00:00:56.800><c> the</c><00:00:57.440><c> cross</c><00:00:57.840><c> sections</c><00:00:59.440><c> this</c> of the cross sections this of the cross sections this is<00:01:00.239><c> important</c><00:01:01.120><c> to</c><00:01:02.160><c> ensure</c><00:01:02.800><c> that</c><00:01:03.039><c> the</c><00:01:03.199><c> strength</c> is important to ensure that the strength is important to ensure that the strength developed<00:01:04.320><c> within</c><00:01:04.720><c> the</c><00:01:05.040><c> sections</c> developed within the sections developed within the sections is<00:01:06.240><c> predictable</c><00:01:07.439><c> and</c><00:01:07.680><c> hence</c><00:01:08.400><c> the</c><00:01:08.560><c> stresses</c> is predictable and hence the stresses is predictable and hence the stresses developed<00:01:10.320><c> in</c><00:01:10.560><c> the</c><00:01:10.880><c> sections</c><00:01:11.520><c> can</c><00:01:11.840><c> be</c> developed in the sections can be developed in the sections can be calculated calculated calculated third<00:01:14.960><c> the</c><00:01:15.200><c> resultant</c><00:01:15.920><c> force</c><00:01:16.240><c> developed</c><00:01:16.960><c> by</c> third the resultant force developed by third the resultant force developed by the<00:01:17.600><c> sections</c> the sections the sections must<00:01:18.880><c> balance</c><00:01:19.520><c> the</c><00:01:19.759><c> applied</c><00:01:20.560><c> load</c><00:01:21.040><c> for</c><00:01:21.360><c> the</c> must balance the applied load for the must balance the applied load for the static<00:01:22.159><c> equilibrium</c> static equilibrium static equilibrium on<00:01:24.159><c> basis</c><00:01:24.880><c> of</c><00:01:25.119><c> the</c><00:01:25.439><c> principle</c><00:01:26.240><c> of</c><00:01:26.479><c> static</c> on basis of the principle of static on basis of the principle of static equilibrium equilibrium equilibrium we<00:01:28.320><c> are</c><00:01:28.640><c> able</c><00:01:29.119><c> to</c><00:01:29.680><c> determine</c><00:01:30.400><c> the</c><00:01:30.880><c> forces</c> we are able to determine the forces we are able to determine the forces generated<00:01:32.640><c> within</c><00:01:33.119><c> the</c><00:01:33.439><c> sections</c> generated within the sections generated within the sections this<00:01:35.759><c> slide</c><00:01:36.320><c> shows</c><00:01:36.799><c> the</c><00:01:37.040><c> stress</c><00:01:37.520><c> strain</c> this slide shows the stress strain this slide shows the stress strain relationship relationship relationship for<00:01:39.439><c> the</c><00:01:39.840><c> concrete</c><00:01:40.560><c> and</c><00:01:40.960><c> still</c> for the concrete and still for the concrete and still as<00:01:43.600><c> given</c><00:01:44.320><c> in</c><00:01:45.280><c> the</c> as given in the as given in the figures<00:01:47.040><c> here</c><00:01:48.799><c> in</c><00:01:48.960><c> general</c> figures here in general figures here in general the<00:01:50.159><c> stress</c><00:01:51.200><c> increase</c><00:01:52.240><c> together</c><00:01:53.200><c> with</c><00:01:53.439><c> the</c> the stress increase together with the the stress increase together with the strength strength strength until<00:01:55.280><c> to</c><00:01:55.600><c> a</c><00:01:55.759><c> certain</c><00:01:56.240><c> limit</c><00:01:57.119><c> it</c><00:01:57.360><c> reaches</c> until to a certain limit it reaches until to a certain limit it reaches its<00:01:58.399><c> characteristic</c><00:01:59.280><c> strength</c><00:02:00.079><c> and</c><00:02:00.240><c> then</c><00:02:00.560><c> it</c> its characteristic strength and then it its characteristic strength and then it is<00:02:01.040><c> assumed</c><00:02:01.680><c> to</c> is assumed to is assumed to maintain<00:02:03.040><c> within</c><00:02:03.759><c> the</c><00:02:04.320><c> limits</c><00:02:04.880><c> of</c><00:02:05.040><c> the</c> maintain within the limits of the maintain within the limits of the characteristic<00:02:06.399><c> strength</c> characteristic strength characteristic strength the<00:02:07.439><c> concrete</c><00:02:08.160><c> is</c><00:02:08.479><c> expected</c><00:02:09.280><c> to</c><00:02:09.759><c> achieve</c> the concrete is expected to achieve the concrete is expected to achieve its<00:02:10.640><c> characteristic</c><00:02:11.520><c> strength</c><00:02:12.160><c> at</c><00:02:13.319><c> 0.002</c> its characteristic strength at 0.002 its characteristic strength at 0.002 strength<00:02:15.920><c> while</c><00:02:16.560><c> the</c><00:02:16.800><c> steel</c><00:02:17.360><c> is</c> strength while the steel is strength while the steel is expected<00:02:18.400><c> to</c><00:02:18.640><c> reach</c><00:02:19.040><c> its</c><00:02:19.280><c> characteristic</c> expected to reach its characteristic expected to reach its characteristic strength<00:02:20.640><c> at</c><00:02:20.879><c> 0.0</c> strength at 0.0 strength at 0.0 strength<00:02:25.840><c> the</c><00:02:26.080><c> characteristic</c><00:02:27.120><c> strength</c> strength the characteristic strength strength the characteristic strength here here here represents<00:02:28.879><c> the</c><00:02:29.120><c> grade</c><00:02:29.520><c> of</c><00:02:29.760><c> the</c><00:02:30.239><c> materials</c> represents the grade of the materials represents the grade of the materials such<00:02:32.080><c> as</c><00:02:32.400><c> the</c><00:02:32.640><c> concrete</c><00:02:33.200><c> grade</c><00:02:33.760><c> and</c><00:02:34.080><c> steel</c> such as the concrete grade and steel such as the concrete grade and steel grade grade grade the<00:02:36.640><c> concrete</c><00:02:37.120><c> grid</c><00:02:37.599><c> is</c><00:02:37.920><c> determined</c><00:02:38.640><c> by</c><00:02:39.040><c> the</c> the concrete grid is determined by the the concrete grid is determined by the characteristic<00:02:40.560><c> cylinder</c><00:02:41.200><c> strength</c> characteristic cylinder strength characteristic cylinder strength fck<00:02:44.640><c> the</c><00:02:44.879><c> steel</c><00:02:45.360><c> grid</c> fck the steel grid fck the steel grid is<00:02:46.160><c> represented</c><00:02:47.040><c> by</c><00:02:47.480><c> characteristic</c><00:02:48.480><c> yield</c> is represented by characteristic yield is represented by characteristic yield strength strength strength given<00:02:50.319><c> by</c><00:02:50.800><c> the</c><00:02:51.640><c> manufacturer</c> given by the manufacturer given by the manufacturer fyk<00:02:55.599><c> the</c><00:02:55.840><c> design</c><00:02:56.400><c> strength</c> fyk the design strength fyk the design strength of<00:02:57.200><c> the</c><00:02:57.519><c> concrete</c><00:02:58.319><c> and</c><00:02:58.560><c> the</c><00:02:58.800><c> steel</c><00:02:59.599><c> is</c> of the concrete and the steel is of the concrete and the steel is in<00:03:00.480><c> the</c><00:03:00.720><c> functions</c><00:03:01.519><c> of</c><00:03:01.760><c> the</c><00:03:02.120><c> characteristic</c> in the functions of the characteristic in the functions of the characteristic strength<00:03:03.920><c> of</c> strength of strength of each<00:03:04.560><c> material</c><00:03:05.599><c> divided</c><00:03:06.239><c> by</c><00:03:06.720><c> their</c> each material divided by their each material divided by their respective respective respective partial<00:03:08.959><c> factors</c><00:03:09.599><c> of</c><00:03:09.920><c> safety</c> partial factors of safety partial factors of safety the<00:03:11.840><c> partial</c><00:03:12.480><c> factors</c><00:03:12.959><c> of</c><00:03:13.200><c> safety</c><00:03:13.680><c> for</c><00:03:13.840><c> the</c> the partial factors of safety for the the partial factors of safety for the concrete concrete concrete is<00:03:15.120><c> equals</c><00:03:15.680><c> to</c><00:03:16.040><c> 1.5</c><00:03:17.440><c> while</c> is equals to 1.5 while is equals to 1.5 while the<00:03:18.480><c> partial</c><00:03:19.040><c> factor</c><00:03:19.519><c> safety</c><00:03:20.319><c> for</c><00:03:20.560><c> steel</c> the partial factor safety for steel the partial factor safety for steel is<00:03:21.680><c> equals</c><00:03:22.239><c> to</c><00:03:22.680><c> 1.15</c> for<00:03:26.400><c> the</c><00:03:26.640><c> concrete</c><00:03:27.519><c> there</c><00:03:27.840><c> is</c><00:03:28.159><c> an</c><00:03:28.480><c> additional</c> for the concrete there is an additional for the concrete there is an additional factors factors factors which<00:03:30.400><c> correlate</c><00:03:31.120><c> between</c><00:03:31.760><c> the</c><00:03:32.159><c> painting</c> which correlate between the painting which correlate between the painting string string string with<00:03:33.920><c> the</c><00:03:35.360><c> crushing</c><00:03:35.920><c> strength</c><00:03:36.400><c> of</c><00:03:36.560><c> the</c> with the crushing strength of the with the crushing strength of the cylinders cylinders cylinders it<00:03:38.959><c> is</c><00:03:39.280><c> normally</c><00:03:39.920><c> taken</c><00:03:40.400><c> as</c><00:03:41.319><c> 0.85</c> it is normally taken as 0.85 it is normally taken as 0.85 substituting<00:03:44.959><c> the</c><00:03:45.360><c> relevant</c><00:03:46.000><c> value</c><00:03:46.560><c> into</c> substituting the relevant value into substituting the relevant value into the<00:03:47.280><c> equations</c><00:03:48.720><c> the</c><00:03:49.040><c> design</c> the equations the design the equations the design compressive<00:03:51.040><c> strength</c><00:03:51.519><c> of</c><00:03:51.599><c> the</c><00:03:51.840><c> concrete</c><00:03:52.480><c> is</c> compressive strength of the concrete is compressive strength of the concrete is given<00:03:53.439><c> by</c> given by given by 0.567<00:03:55.920><c> fck</c> 0.567 fck 0.567 fck substitute<00:03:58.799><c> the</c><00:03:58.959><c> relevant</c><00:03:59.519><c> value</c><00:04:00.159><c> into</c><00:04:00.799><c> the</c> substitute the relevant value into the substitute the relevant value into the design<00:04:01.599><c> u</c><00:04:01.920><c> strength</c><00:04:02.400><c> of</c><00:04:02.480><c> the</c><00:04:02.640><c> steel</c> design u strength of the steel design u strength of the steel the<00:04:04.080><c> design</c><00:04:05.120><c> strength</c><00:04:05.680><c> of</c><00:04:05.840><c> the</c><00:04:06.080><c> steel</c> the design strength of the steel the design strength of the steel is<00:04:07.040><c> equals</c><00:04:07.519><c> to</c><00:04:08.280><c> 0.87</c><00:04:09.439><c> fyk</c> these<00:04:14.159><c> design</c><00:04:14.720><c> strengths</c><00:04:15.360><c> are</c><00:04:15.599><c> normally</c> these design strengths are normally these design strengths are normally smaller<00:04:17.359><c> than</c><00:04:17.759><c> the</c><00:04:18.040><c> characteristic</c><00:04:19.040><c> strength</c> smaller than the characteristic strength smaller than the characteristic strength the<00:04:21.440><c> differences</c><00:04:22.400><c> is</c><00:04:22.800><c> mainly</c><00:04:23.360><c> due</c><00:04:23.759><c> to</c><00:04:24.000><c> the</c> the differences is mainly due to the the differences is mainly due to the factors<00:04:24.880><c> of</c> factors of factors of safety<00:04:25.919><c> applying</c><00:04:26.560><c> to</c><00:04:27.120><c> the</c><00:04:27.919><c> characteristic</c> safety applying to the characteristic safety applying to the characteristic strength strength strength as<00:04:31.120><c> for</c><00:04:31.360><c> the</c><00:04:31.520><c> strength</c><00:04:32.320><c> there</c><00:04:32.639><c> are</c><00:04:32.960><c> limits</c><00:04:33.680><c> for</c> as for the strength there are limits for as for the strength there are limits for the the the concrete<00:04:35.120><c> and</c><00:04:35.440><c> the</c><00:04:35.600><c> steel</c> concrete and the steel concrete and the steel for<00:04:37.840><c> concrete</c><00:04:38.320><c> grade</c><00:04:38.800><c> less</c><00:04:39.120><c> than</c><00:04:39.520><c> grade</c><00:04:39.919><c> 50</c> for concrete grade less than grade 50 for concrete grade less than grade 50 the<00:04:41.600><c> maximum</c><00:04:42.240><c> strength</c><00:04:42.800><c> will</c><00:04:43.040><c> be</c><00:04:44.759><c> 0.0035</c> the maximum strength will be 0.0035 the maximum strength will be 0.0035 as<00:04:47.680><c> for</c><00:04:47.840><c> the</c><00:04:48.080><c> steel</c><00:04:49.040><c> the</c><00:04:49.280><c> u</c><00:04:49.600><c> string</c><00:04:50.000><c> will</c><00:04:50.160><c> be</c> as for the steel the u string will be as for the steel the u string will be equals<00:04:51.040><c> to</c><00:04:53.000><c> 0.00217</c> equals to 0.00217 equals to 0.00217 this<00:04:56.240><c> number</c><00:04:56.880><c> is</c><00:04:57.280><c> essential</c><00:04:58.240><c> in</c><00:04:58.479><c> the</c><00:04:58.720><c> analysis</c> this number is essential in the analysis this number is essential in the analysis of<00:05:00.160><c> the</c><00:05:00.560><c> reinforced</c><00:05:01.280><c> concrete</c><00:05:01.840><c> sections</c> of the reinforced concrete sections of the reinforced concrete sections which<00:05:04.080><c> will</c><00:05:04.400><c> be</c><00:05:04.800><c> discussed</c><00:05:05.600><c> in</c><00:05:05.840><c> the</c><00:05:06.160><c> following</c> which will be discussed in the following which will be discussed in the following videos
42	1aVMeQ9UdfA	4.2 Stress block diagram	https://www.youtube.com/watch?v=1aVMeQ9UdfA	4.2_Stress_block_diagram.en.vtt	distributions<00:00:01.040><c> of</c><00:00:01.280><c> strength</c><00:00:01.839><c> and</c><00:00:02.080><c> stress</c><00:00:02.639><c> in</c> distributions of strength and stress in distributions of strength and stress in reinforced<00:00:03.679><c> concrete</c><00:00:04.400><c> members</c> this<00:00:08.320><c> figure</c><00:00:08.960><c> shows</c><00:00:09.440><c> a</c><00:00:09.519><c> typical</c><00:00:10.080><c> response</c><00:00:10.719><c> of</c> this figure shows a typical response of this figure shows a typical response of a<00:00:10.960><c> reinforced</c><00:00:11.679><c> concrete</c><00:00:12.160><c> beam</c> a reinforced concrete beam a reinforced concrete beam subjected<00:00:13.440><c> to</c><00:00:14.080><c> an</c><00:00:14.400><c> udl</c><00:00:15.120><c> load</c> subjected to an udl load subjected to an udl load the<00:00:17.279><c> beam</c><00:00:17.840><c> bends</c><00:00:18.320><c> downwards</c><00:00:19.439><c> which</c><00:00:19.920><c> leads</c><00:00:20.320><c> to</c> the beam bends downwards which leads to the beam bends downwards which leads to the<00:00:21.199><c> bottom</c><00:00:21.680><c> part</c><00:00:21.920><c> of</c><00:00:22.080><c> the</c><00:00:22.240><c> beam</c><00:00:22.800><c> undergo</c> the bottom part of the beam undergo the bottom part of the beam undergo tensions tensions tensions while<00:00:24.800><c> the</c><00:00:25.039><c> top</c><00:00:25.359><c> part</c><00:00:25.599><c> of</c><00:00:25.760><c> the</c><00:00:26.000><c> beam</c><00:00:26.480><c> undergo</c> while the top part of the beam undergo while the top part of the beam undergo compressions compressions compressions the<00:00:30.320><c> concrete</c><00:00:31.119><c> cracks</c><00:00:31.760><c> in</c><00:00:31.920><c> the</c><00:00:32.079><c> regions</c><00:00:32.800><c> of</c> the concrete cracks in the regions of the concrete cracks in the regions of tension's<00:00:34.320><c> strand</c> tension's strand tension's strand once<00:00:36.960><c> the</c><00:00:37.200><c> crack</c><00:00:37.600><c> occurs</c><00:00:38.559><c> the</c><00:00:38.800><c> tension</c><00:00:39.520><c> is</c> once the crack occurs the tension is once the crack occurs the tension is fully fully fully taken<00:00:41.120><c> by</c><00:00:41.440><c> the</c><00:00:41.760><c> reinforcement</c><00:00:42.800><c> embedded</c><00:00:43.440><c> in</c> taken by the reinforcement embedded in taken by the reinforcement embedded in the the the concrete<00:00:46.640><c> this</c><00:00:47.120><c> sector</c> concrete this sector concrete this sector fundamentals<00:00:48.960><c> for</c><00:00:49.440><c> the</c><00:00:49.920><c> being</c><00:00:50.480><c> painting</c> fundamentals for the being painting fundamentals for the being painting theory theory theory on<00:00:53.440><c> top</c><00:00:53.680><c> of</c><00:00:53.920><c> that</c><00:00:54.480><c> it</c><00:00:54.719><c> is</c><00:00:55.199><c> also</c><00:00:55.760><c> assumed</c><00:00:56.239><c> that</c> on top of that it is also assumed that on top of that it is also assumed that the<00:00:56.879><c> plank</c><00:00:57.280><c> sections</c><00:00:57.920><c> will</c><00:00:58.079><c> remain</c> the plank sections will remain the plank sections will remain planned<00:00:59.440><c> after</c><00:01:00.000><c> strengthening</c><00:01:01.120><c> and</c><00:01:01.359><c> thus</c> planned after strengthening and thus planned after strengthening and thus the<00:01:02.480><c> strands</c><00:01:03.120><c> are</c><00:01:03.440><c> linearly</c><00:01:04.080><c> distributed</c> the strands are linearly distributed the strands are linearly distributed across<00:01:05.519><c> the</c><00:01:05.840><c> sections</c> across the sections across the sections this<00:01:08.799><c> response</c><00:01:09.680><c> is</c><00:01:10.720><c> presented</c><00:01:11.600><c> by</c> this response is presented by this response is presented by this<00:01:12.720><c> diagram</c> under<00:01:16.080><c> bending</c><00:01:17.280><c> the</c><00:01:17.439><c> strength</c><00:01:18.159><c> developed</c> under bending the strength developed under bending the strength developed linearly linearly linearly across<00:01:20.640><c> the</c><00:01:21.119><c> sections</c> across the sections across the sections the<00:01:23.920><c> top</c><00:01:24.240><c> part</c><00:01:24.640><c> undergo</c><00:01:25.439><c> compressive</c> the top part undergo compressive the top part undergo compressive strength strength strength while<00:01:27.600><c> the</c><00:01:27.840><c> bottom</c><00:01:28.320><c> part</c><00:01:28.640><c> undergoes</c><00:01:29.520><c> tension</c> while the bottom part undergoes tension while the bottom part undergoes tension strength strength strength this<00:01:32.560><c> assumption</c><00:01:33.600><c> is</c><00:01:34.079><c> essential</c> this assumption is essential this assumption is essential as<00:01:35.680><c> we're</c><00:01:35.920><c> going</c><00:01:36.159><c> to</c><00:01:36.479><c> need</c><00:01:36.720><c> it</c><00:01:37.040><c> for</c><00:01:37.280><c> us</c><00:01:37.600><c> to</c> as we're going to need it for us to as we're going to need it for us to determine<00:01:38.880><c> the</c> determine the determine the regional<00:01:40.240><c> strength</c><00:01:40.799><c> developed</c><00:01:41.439><c> within</c><00:01:41.920><c> the</c> regional strength developed within the regional strength developed within the sections sections sections by<00:01:44.799><c> assuming</c><00:01:45.520><c> the</c><00:01:45.840><c> relationship</c><00:01:46.960><c> is</c><00:01:47.360><c> linear</c> by assuming the relationship is linear by assuming the relationship is linear we<00:01:48.720><c> may</c><00:01:49.119><c> predict</c><00:01:49.680><c> the</c><00:01:50.000><c> regional</c><00:01:50.640><c> strength</c> we may predict the regional strength we may predict the regional strength within<00:01:52.000><c> the</c> within the within the sections<00:01:53.119><c> through</c><00:01:53.640><c> interpolations</c> sections through interpolations sections through interpolations from<00:01:56.640><c> the</c><00:01:56.880><c> diagram</c><00:01:57.439><c> here</c><00:01:58.560><c> this</c><00:01:59.040><c> represents</c> from the diagram here this represents from the diagram here this represents the the the typical<00:02:01.200><c> cross-sections</c><00:02:02.159><c> of</c><00:02:02.320><c> the</c><00:02:02.560><c> concrete</c> typical cross-sections of the concrete typical cross-sections of the concrete beam beam beam and<00:02:04.320><c> this</c><00:02:04.640><c> represents</c><00:02:05.439><c> the</c><00:02:05.840><c> strength</c> and this represents the strength and this represents the strength response response response and<00:02:07.920><c> this</c><00:02:08.319><c> represents</c><00:02:09.200><c> the</c><00:02:09.599><c> stress</c><00:02:10.080><c> response</c> and this represents the stress response and this represents the stress response of<00:02:11.039><c> the</c><00:02:11.280><c> cross</c><00:02:11.599><c> sections</c> there<00:02:15.040><c> are</c><00:02:15.440><c> three</c><00:02:16.080><c> stress</c><00:02:16.640><c> blocks</c><00:02:17.040><c> here</c> there are three stress blocks here there are three stress blocks here which<00:02:19.360><c> are</c><00:02:19.599><c> the</c><00:02:20.000><c> triangle</c><00:02:21.120><c> the</c><00:02:21.360><c> rectangular</c> which are the triangle the rectangular which are the triangle the rectangular parabolic<00:02:23.200><c> and</c><00:02:23.680><c> the</c><00:02:24.000><c> equivalent</c><00:02:24.879><c> rectangular</c> parabolic and the equivalent rectangular parabolic and the equivalent rectangular stress<00:02:26.560><c> plot</c><00:02:28.560><c> the</c><00:02:28.879><c> triangular</c><00:02:29.840><c> stress</c><00:02:30.239><c> board</c> stress plot the triangular stress board stress plot the triangular stress board represents<00:02:31.360><c> the</c><00:02:31.760><c> service</c><00:02:32.239><c> limit</c><00:02:32.720><c> state</c> represents the service limit state represents the service limit state of<00:02:33.519><c> the</c><00:02:34.840><c> sections</c> of the sections of the sections the<00:02:36.879><c> stress</c><00:02:37.440><c> here</c><00:02:38.080><c> is</c><00:02:38.480><c> nearly</c><00:02:39.040><c> proportional</c> the stress here is nearly proportional the stress here is nearly proportional to<00:02:40.480><c> the</c><00:02:40.640><c> strength</c><00:02:41.760><c> which</c><00:02:42.160><c> generally</c><00:02:42.879><c> occur</c> to the strength which generally occur to the strength which generally occur at<00:02:43.680><c> the</c><00:02:43.840><c> loading</c><00:02:44.319><c> level</c><00:02:45.599><c> encountered</c> at the loading level encountered at the loading level encountered under<00:02:47.200><c> the</c><00:02:47.599><c> working</c><00:02:48.160><c> conditions</c><00:02:49.040><c> which</c><00:02:49.360><c> is</c> under the working conditions which is under the working conditions which is the the the service<00:02:50.480><c> limit</c><00:02:50.800><c> state</c> service limit state service limit state beyond<00:02:53.680><c> the</c><00:02:54.000><c> service</c><00:02:54.480><c> limit</c><00:02:54.879><c> state</c><00:02:55.680><c> the</c> beyond the service limit state the beyond the service limit state the stress stress stress start<00:02:56.959><c> to</c><00:02:57.360><c> accumulate</c><00:02:58.480><c> within</c><00:02:59.120><c> the</c> start to accumulate within the start to accumulate within the sections<00:03:01.920><c> the</c><00:03:02.319><c> triangular</c> sections the triangular sections the triangular stress<00:03:03.840><c> block</c><00:03:04.560><c> now</c><00:03:04.959><c> transformed</c><00:03:05.840><c> into</c><00:03:06.400><c> a</c> stress block now transformed into a stress block now transformed into a rectangular<00:03:07.599><c> parabolic</c><00:03:08.400><c> stress</c><00:03:08.879><c> block</c> rectangular parabolic stress block rectangular parabolic stress block at<00:03:10.640><c> the</c><00:03:10.959><c> ultimate</c><00:03:11.519><c> limit</c><00:03:11.920><c> state</c><00:03:12.720><c> a</c> at the ultimate limit state a at the ultimate limit state a rectangular<00:03:14.400><c> parabolic</c><00:03:15.120><c> transport</c> rectangular parabolic transport rectangular parabolic transport as<00:03:16.640><c> indicated</c><00:03:17.519><c> here</c><00:03:18.319><c> is</c><00:03:18.720><c> obtained</c> as indicated here is obtained as indicated here is obtained this<00:03:21.360><c> occurs</c><00:03:22.080><c> when</c><00:03:22.400><c> the</c><00:03:22.640><c> compressive</c><00:03:23.360><c> strain</c> this occurs when the compressive strain this occurs when the compressive strain were<00:03:25.120><c> within</c><00:03:25.680><c> the</c><00:03:26.239><c> plastic</c><00:03:26.959><c> range</c> were within the plastic range were within the plastic range due<00:03:29.680><c> to</c><00:03:30.000><c> the</c><00:03:30.239><c> parabolic</c><00:03:31.120><c> shape</c><00:03:31.920><c> it</c><00:03:32.159><c> is</c> due to the parabolic shape it is due to the parabolic shape it is quite<00:03:32.879><c> difficult</c><00:03:33.680><c> to</c><00:03:34.239><c> determine</c><00:03:35.120><c> the</c> quite difficult to determine the quite difficult to determine the resultant<00:03:36.319><c> force</c> resultant force resultant force based<00:03:37.360><c> on</c><00:03:37.680><c> the</c><00:03:38.319><c> complex</c><00:03:39.040><c> shapes</c><00:03:39.599><c> of</c><00:03:39.920><c> the</c> based on the complex shapes of the based on the complex shapes of the stress<00:03:40.640><c> block</c> stress block stress block therefore<00:03:42.879><c> for</c><00:03:43.120><c> simplicity</c><00:03:44.480><c> and</c><00:03:44.879><c> equivalent</c> therefore for simplicity and equivalent therefore for simplicity and equivalent rectangular rectangular rectangular sections<00:03:48.159><c> of</c><00:03:48.560><c> stress</c><00:03:48.959><c> plot</c><00:03:49.519><c> is</c><00:03:49.920><c> developed</c> sections of stress plot is developed sections of stress plot is developed it<00:03:52.720><c> is</c><00:03:52.959><c> used</c><00:03:53.439><c> to</c><00:03:53.760><c> represent</c><00:03:54.720><c> the</c> it is used to represent the it is used to represent the rectangular<00:03:56.319><c> parabolic</c><00:03:57.519><c> given</c><00:03:58.239><c> and</c> rectangular parabolic given and rectangular parabolic given and about<00:03:59.040><c> equivalent</c><00:04:00.640><c> stress</c><00:04:01.519><c> and</c> about equivalent stress and about equivalent stress and forces<00:04:02.720><c> acting</c><00:04:03.280><c> on</c><00:04:03.599><c> the</c><00:04:04.080><c> sections</c> forces acting on the sections forces acting on the sections in<00:04:06.000><c> another</c><00:04:06.480><c> word</c><00:04:07.439><c> the</c><00:04:07.680><c> simplified</c> in another word the simplified in another word the simplified equivalent<00:04:09.519><c> rectangular</c><00:04:10.319><c> transport</c><00:04:11.120><c> is</c><00:04:11.439><c> used</c> equivalent rectangular transport is used equivalent rectangular transport is used to to to replace<00:04:13.599><c> the</c><00:04:14.000><c> rectangular</c><00:04:14.799><c> parabolic</c> replace the rectangular parabolic replace the rectangular parabolic during<00:04:16.479><c> the</c><00:04:16.880><c> analysis</c><00:04:17.840><c> of</c><00:04:18.079><c> the</c><00:04:18.560><c> section</c> during the analysis of the section during the analysis of the section it<00:04:21.199><c> is</c><00:04:21.600><c> meant</c><00:04:22.000><c> for</c><00:04:22.400><c> the</c><00:04:22.720><c> ultimate</c><00:04:23.440><c> limit</c><00:04:24.280><c> state</c>
43	ULR09YMK2sQ	4.3 Ductile failure of reinforced concrete element	https://www.youtube.com/watch?v=ULR09YMK2sQ	4.3_Ductile_failure_of_reinforced_concrete_element.en.vtt	Full <00:00:00.359><c>body </c><00:00:00.718><c>to </c><00:00:01.077><c>city </c><00:00:01.436><c>of </c><00:00:01.795><c>the </c><00:00:02.154><c>Zipper </c><00:00:02.513><c>song </c><00:00:02.872><c>of</c> Full body to city of the Zipper song of Full body to city of the Zipper song of Frank <00:00:04.179><c>Com </c><00:00:04.848><c>patiiz </c><00:00:05.517><c>The </c><00:00:06.186><c>nes </c><00:00:06.855><c>Due </c><00:00:07.524><c>to</c> Frank Com patiiz The nes Due to Frank Com patiiz The nes Due to Believe <00:00:08.221><c>you </c><00:00:08.652><c>the </c><00:00:09.083><c>two </c><00:00:09.514><c>of </c><00:00:09.945><c>the </c><00:00:10.376><c>Action</c> Believe you the two of the Action Believe you the two of the Action is <00:00:12.587><c>that </c><00:00:13.094><c>we </c><00:00:13.601><c>are </c><00:00:14.108><c>Ever </c><00:00:14.615><c>to </c><00:00:15.122><c>Call </c><00:00:15.629><c>List</c> is that we are Ever to Call List is that we are Ever to Call List The <00:00:16.727><c>Strength </c><00:00:17.345><c>as </c><00:00:17.963><c>affirm </c><00:00:18.581><c>Potion </c><00:00:19.199><c>of</c> The Strength as affirm Potion of The Strength as affirm Potion of detection <00:00:20.209><c>by </c><00:00:21.129><c>doing </c><00:00:22.049><c>her </c><00:00:22.969><c>interpolation</c> detection by doing her interpolation detection by doing her interpolation S <00:00:25.355><c>Sim </c><00:00:25.730><c>Inter </c><00:00:26.105><c>of </c><00:00:26.480><c>Creed </c><00:00:26.855><c>and </c><00:00:27.230><c>Gview </c><00:00:27.605><c>R </c><00:00:27.980><c>&</c> S Sim Inter of Creed and Gview R & S Sim Inter of Creed and Gview R & J <00:00:29.581><c>Air </c><00:00:29.952><c>Max </c><00:00:30.323><c>Sing </c><00:00:30.694><c>it </c><00:00:31.065><c>streng </c><00:00:31.436><c>Limit</c> J Air Max Sing it streng Limit J Air Max Sing it streng Limit hru <00:00:34.491><c>โร </c><00:00:34.912><c>Point </c><00:00:35.333><c>Zero </c><00:00:35.754><c>Zero </c><00:00:36.175><c>Three </c><00:00:36.596><c>Files</c> hru โร Point Zero Zero Three Files hru โร Point Zero Zero Three Files and <00:00:37.684><c>Zero </c><00:00:38.108><c>Point </c><00:00:38.532><c>Zero </c><00:00:38.956><c>Zero </c><00:00:39.380><c>To </c><00:00:39.804><c>One</c> and Zero Point Zero Zero To One and Zero Point Zero Zero To One Save One Save One Save One We <00:00:41.830><c>Are </c><00:00:42.360><c>Ever </c><00:00:42.890><c>to </c><00:00:43.420><c>see </c><00:00:43.950><c>terms</c> We Are Ever to see terms We Are Ever to see terms interpretations <00:00:45.667><c>of </c><00:00:46.314><c>the </c><00:00:46.961><c>uses </c><00:00:47.608><c>a</c> Alio Girl in another talk me at Osten She Poche exam Alio Girl in another talk me at Osten She Poche exam Alio Girl in another talk me at Osten She Poche exam uses <00:00:55.273><c>giving </c><00:00:55.946><c>this </c><00:00:56.619><c>equation</c> uses giving this equation uses giving this equation this <00:00:59.920><c>Limit</c> this Limit this Limit ajoo <00:01:02.281><c>to </c><00:01:02.852><c>you </c><00:01:03.423><c>think </c><00:01:03.994><c>Of </c><00:01:04.565><c>The </c><00:01:05.136><c>Red</c> ajoo to you think Of The Red ajoo to you think Of The Red Force <00:01:05.830><c>Field </c><00:01:06.010><c>Bathra</c> Force Field Bathra Force Field Bathra City <00:01:08.646><c>The </c><00:01:09.222><c>Lover </c><00:01:09.798><c>man </c><00:01:10.374><c>u </c><00:01:10.950><c>u </c><00:01:11.526><c>n</c> City The Lover man u u n City The Lover man u u n oldest <00:01:12.496><c>Zhen </c><00:01:13.192><c>uses </c><00:01:13.888><c>has </c><00:01:14.584><c>been </c><00:01:15.280><c>restel</c> oldest Zhen uses has been restel oldest Zhen uses has been restel Point <00:01:16.830><c>day </c><00:01:17.420><c>zexel </c><00:01:18.010><c>ing </c><00:01:18.600><c>Order </c><00:01:19.190><c>to </c><00:01:19.780><c>inches</c> viewid viewid viewid This <00:01:25.390><c>Is </c><00:01:26.000><c>Impossible </c><00:01:26.610><c>to </c><00:01:27.220><c>an </c><00:01:27.830><c>ฉอ </c><00:01:28.440><c>Force</c> This Is Impossible to an ฉอ Force This Is Impossible to an ฉอ Force member <00:01:30.062><c>to </c><00:01:30.684><c>be </c><00:01:31.306><c>hitting </c><00:01:31.928><c>the</c> cut <00:01:34.934><c>foot </c><00:01:35.158><c>manner </c><00:01:35.382><c>will </c><00:01:35.606><c>stand </c><00:01:35.830><c>vertical </c><00:01:36.054><c>of </c><00:01:36.278><c>the</c> cut foot manner will stand vertical of the cut foot manner will stand vertical of the thanked <00:01:37.205><c>Shenzhen </c><00:01:37.800><c>U </c><00:01:38.395><c>Bar </c><00:01:38.990><c>Get </c><00:01:39.585><c>to </c><00:01:40.180><c>use</c> thanked Shenzhen U Bar Get to use thanked Shenzhen U Bar Get to use of of of members <00:01:44.316><c>And </c><00:01:45.072><c>this </c><00:01:45.828><c>List </c><00:01:46.584><c>to </c><00:01:47.340><c>xenical</c> members And this List to xenical members And this List to xenical cracked <00:01:48.705><c>will </c><00:01:49.070><c>come </c><00:01:49.435><c>out </c><00:01:49.800><c>of </c><00:01:50.165><c>Click </c><00:01:50.530><c>and </c><00:01:50.895><c>ne</c> cracked will come out of Click and ne cracked will come out of Click and ne Location <00:01:51.665><c>of </c><00:01:52.160><c>the </c><00:01:52.655><c>Steel </c><00:01:53.150><c>kabar</c> Location of the Steel kabar Location of the Steel kabar She <00:01:54.420><c>fast </c><00:01:54.920><c>Force</c> She fast Force She fast Force Of <00:01:56.606><c>the </c><00:01:56.862><c>clip </c><00:01:57.118><c>running </c><00:01:57.374><c>V-Undergirl </c><00:01:57.630><c>OS </c><00:01:57.886><c>official</c> Of the clip running V-Undergirl OS official Of the clip running V-Undergirl OS official stuck <00:01:59.240><c>fractions </c><00:01:59.720><c>thank </c><00:02:00.200><c>you </c><00:02:00.680><c>to </c><00:02:01.160><c>the </c><00:02:01.640><c>fans</c> stuck fractions thank you to the fans stuck fractions thank you to the fans lick <00:02:02.900><c>however </c><00:02:03.740><c>is </c><00:02:04.580><c>durable</c> lick however is durable lick however is durable hit <00:02:06.600><c>peacock </c><00:02:07.100><c>Under</c> hit peacock Under hit peacock Under Ultimate <00:02:08.760><c>vision </c><00:02:09.260><c>a</c> Ultimate vision a Ultimate vision a but <00:02:11.298><c>Liverbird </c><00:02:11.606><c>fans </c><00:02:11.914><c>you </c><00:02:12.222><c>to </c><00:02:12.530><c>the</c> but Liverbird fans you to the but Liverbird fans you to the of Christ of Christ of Christ and <00:02:14.391><c>of </c><00:02:14.852><c>the </c><00:02:15.313><c>clip </c><00:02:15.774><c>friendly </c><00:02:16.235><c>is </c><00:02:16.696><c>normally</c> and of the clip friendly is normally and of the clip friendly is normally protective protective protective chest <00:02:19.798><c>Kurssa </c><00:02:20.296><c>The </c><00:02:20.794><c>Link </c><00:02:21.292><c>and </c><00:02:21.790><c>they </c><00:02:22.288><c>are </c><00:02:22.786><c>No</c> chest Kurssa The Link and they are No chest Kurssa The Link and they are No warning <00:02:23.600><c>Single </c><00:02:24.080><c>Price </c><00:02:24.560><c>A </c><00:02:25.040><c>To </c><00:02:25.520><c>further</c> warning Single Price A To further warning Single Price A To further for for for Sabaiwer <00:02:29.461><c>Bird </c><00:02:29.872><c>jasmine </c><00:02:30.283><c>milk </c><00:02:30.694><c>vevey </c><00:02:31.105><c>Force </c><00:02:31.516><c>of</c> Sabaiwer Bird jasmine milk vevey Force of Sabaiwer Bird jasmine milk vevey Force of Green <00:02:32.100><c>Man </c><00:02:32.410><c>Burst </c><00:02:32.720><c>to </c><00:02:33.030><c>face </c><00:02:33.340><c>in </c><00:02:33.650><c>the</c> Green Man Burst to face in the Green Man Burst to face in the time <00:02:34.425><c>Manager </c><00:02:34.930><c>is </c><00:02:35.435><c>then </c><00:02:35.940><c>We </c><00:02:36.445><c>have </c><00:02:36.950><c>to</c> time Manager is then We have to time Manager is then We have to ensure <00:02:37.674><c>the </c><00:02:38.198><c>term </c><00:02:38.722><c>uses </c><00:02:39.246><c>have </c><00:02:39.770><c>to </c><00:02:40.294><c>be </c><00:02:40.818><c>willing</c> ensure the term uses have to be willing ensure the term uses have to be willing zero <00:02:41.706><c>point </c><00:02:42.182><c>six </c><00:02:42.658><c>one </c><00:02:43.134><c>seven </c><00:02:43.610><c>at </c><00:02:44.086><c>From</c> zero point six one seven at From zero point six one seven at From The <00:02:45.388><c>Top </c><00:02:45.786><c>of </c><00:02:46.184><c>The </c><00:02:46.582><c>Dream </c><00:02:46.980><c>as </c><00:02:47.378><c>far </c><00:02:47.776><c>as</c> The Top of The Dream as far as The Top of The Dream as far as Euro <00:02:48.454><c>request </c><00:02:48.828><c>to </c><00:02:49.202><c>end </c><00:02:49.576><c>of </c><00:02:49.950><c>Surf </c><00:02:50.324><c>Hero </c><00:02:50.698><c>Girls </c><00:02:51.072><c>Z </c><00:02:51.446><c>a</c> Euro request to end of Surf Hero Girls Z a Euro request to end of Surf Hero Girls Z a Limit <00:02:52.039><c>to </c><00:02:52.509><c>eat </c><00:02:52.979><c>Less </c><00:02:53.449><c>stable </c><00:02:53.919><c>want </c><00:02:54.389><c>sex</c> Limit to eat Less stable want sex Limit to eat Less stable want sex oneself oneself oneself dream <00:02:57.030><c>Vichy </c><00:02:57.280><c>Kus </c><00:02:57.530><c>Euro </c><00:02:57.780><c>Point</c> Fofay <00:03:03.251><c>hit </c><00:03:03.362><c>the </c><00:03:03.473><c>disk </c><00:03:03.584><c>because </c><00:03:03.695><c>and </c><00:03:03.806><c>turn </c><00:03:03.917><c>off </c><00:03:04.028><c>Euro </c><00:03:04.139><c>points</c> Fofay hit the disk because and turn off Euro points Fofay hit the disk because and turn off Euro points for <00:03:04.769><c>Files </c><00:03:05.128><c>to </c><00:03:05.487><c>zero </c><00:03:05.846><c>point</c> for Files to zero point for Files to zero point tick <00:03:07.491><c>one </c><00:03:07.942><c>sable </c><00:03:08.393><c>good </c><00:03:08.844><c>So </c><00:03:09.295><c>in </c><00:03:09.746><c>turkey</c> tick one sable good So in turkey tick one sable good So in turkey questioned <00:03:10.811><c>by </c><00:03:11.222><c>but </c><00:03:11.633><c>YouTube </c><00:03:12.044><c>go </c><00:03:12.455><c>to </c><00:03:12.866><c>the</c> questioned by but YouTube go to the questioned by but YouTube go to the terms <00:03:13.661><c>in </c><00:03:14.152><c>German </c><00:03:14.643><c>bored </c><00:03:15.134><c>of </c><00:03:15.625><c>Force</c> terms in German bored of Force terms in German bored of Force member <00:03:16.869><c>is </c><00:03:17.448><c>Home </c><00:03:18.027><c>basis </c><00:03:18.606><c>of </c><00:03:19.185><c>the </c><00:03:19.764><c>zero</c> member is Home basis of the zero member is Home basis of the zero point <00:03:20.740><c>four </c><00:03:21.230><c>five </c><00:03:21.720><c>ที </c><00:03:22.210><c>This </c><00:03:22.700><c>Way </c><00:03:23.190><c>and</c> point four five ที This Way and point four five ที This Way and charitable <00:03:23.736><c>Force </c><00:03:24.222><c>computer </c><00:03:24.708><c>click </c><00:03:25.194><c>members </c><00:03:25.680><c>of</c> charitable Force computer click members of charitable Force computer click members of a <00:03:26.924><c>Wing </c><00:03:27.359><c>totten </c><00:03:27.794><c>er </c><00:03:28.229><c>er</c>
44	j9Jm262u-ZU	4.4 Flexural strength of reinforced concrete element	https://www.youtube.com/watch?v=j9Jm262u-ZU	4.4_Flexural_strength_of_reinforced_concrete_element.en.vtt	in<00:00:00.240><c> the</c><00:00:00.560><c> previous</c><00:00:01.040><c> video</c><00:00:01.839><c> we</c><00:00:02.080><c> have</c><00:00:02.480><c> discussed</c> in the previous video we have discussed in the previous video we have discussed about<00:00:03.600><c> the</c> about the about the distributions<00:00:05.200><c> of</c><00:00:05.520><c> the</c><00:00:05.839><c> stress</c><00:00:06.399><c> and</c><00:00:06.560><c> strength</c> distributions of the stress and strength distributions of the stress and strength over<00:00:08.160><c> the</c><00:00:08.559><c> cross-sections</c><00:00:09.679><c> of</c><00:00:09.840><c> a</c><00:00:10.000><c> reinforced</c> over the cross-sections of a reinforced over the cross-sections of a reinforced concrete<00:00:11.360><c> member</c> concrete member concrete member these<00:00:13.440><c> represent</c><00:00:14.160><c> the</c><00:00:14.480><c> cross-sections</c><00:00:15.360><c> of</c><00:00:15.599><c> a</c> these represent the cross-sections of a these represent the cross-sections of a reinforced<00:00:16.320><c> concrete</c><00:00:16.960><c> member</c> reinforced concrete member reinforced concrete member this<00:00:18.720><c> represents</c><00:00:19.439><c> the</c><00:00:19.600><c> strength</c><00:00:20.080><c> response</c> this represents the strength response this represents the strength response over<00:00:21.279><c> the</c><00:00:21.520><c> cross</c><00:00:21.840><c> sections</c> over the cross sections over the cross sections and<00:00:23.680><c> this</c><00:00:24.000><c> represents</c><00:00:24.800><c> the</c><00:00:25.199><c> stress</c><00:00:25.920><c> block</c> and this represents the stress block and this represents the stress block diagram diagram diagram of<00:00:27.359><c> the</c><00:00:28.840><c> section</c> of the section of the section stress<00:00:30.800><c> diagram</c><00:00:31.599><c> is</c><00:00:32.000><c> closely</c><00:00:32.719><c> related</c><00:00:33.440><c> to</c> stress diagram is closely related to stress diagram is closely related to the<00:00:34.320><c> response</c><00:00:35.520><c> due</c><00:00:35.920><c> to</c><00:00:36.320><c> the</c><00:00:36.559><c> strength</c> the response due to the strength the response due to the strength over<00:00:38.000><c> the</c><00:00:38.399><c> section</c><00:00:40.000><c> now</c><00:00:40.320><c> we</c><00:00:40.559><c> look</c><00:00:40.879><c> into</c> over the section now we look into over the section now we look into the<00:00:41.760><c> stress</c><00:00:42.239><c> diagram</c><00:00:42.840><c> here</c> the stress diagram here the stress diagram here under<00:00:45.120><c> the</c><00:00:45.440><c> serviceability</c><00:00:46.480><c> limit</c><00:00:46.960><c> state</c><00:00:47.520><c> a</c> under the serviceability limit state a under the serviceability limit state a triangular<00:00:48.879><c> stress</c><00:00:49.360><c> diagram</c> triangular stress diagram triangular stress diagram is<00:00:50.480><c> developed</c><00:00:52.079><c> while</c><00:00:52.559><c> under</c><00:00:53.039><c> the</c> is developed while under the is developed while under the ultimate<00:00:54.000><c> limit</c><00:00:54.399><c> state</c><00:00:54.879><c> a</c><00:00:55.120><c> rectangular</c> ultimate limit state a rectangular ultimate limit state a rectangular parabolic<00:00:56.960><c> shape</c> parabolic shape parabolic shape is<00:00:57.840><c> produced</c><00:01:00.000><c> the</c><00:01:00.320><c> shape</c> is produced the shape is produced the shape is<00:01:01.120><c> rather</c><00:01:01.600><c> complicated</c><00:01:03.120><c> and</c><00:01:03.440><c> the</c> is rather complicated and the is rather complicated and the calculations calculations calculations based<00:01:05.119><c> on</c><00:01:05.439><c> the</c><00:01:06.560><c> shape</c><00:01:07.280><c> is</c> based on the shape is based on the shape is tedious<00:01:09.760><c> it</c><00:01:10.080><c> can</c><00:01:10.479><c> be</c><00:01:10.880><c> represented</c><00:01:11.920><c> by</c> tedious it can be represented by tedious it can be represented by an<00:01:12.720><c> equivalent</c><00:01:13.520><c> rectangular</c><00:01:14.400><c> stress</c><00:01:14.880><c> plot</c> an equivalent rectangular stress plot an equivalent rectangular stress plot as<00:01:15.680><c> given</c><00:01:16.159><c> here</c><00:01:18.000><c> from</c><00:01:18.320><c> here</c><00:01:18.640><c> on</c> as given here from here on as given here from here on we<00:01:19.360><c> will</c><00:01:19.600><c> focus</c><00:01:20.159><c> our</c><00:01:20.479><c> discussions</c><00:01:21.759><c> based</c><00:01:22.240><c> on</c> we will focus our discussions based on we will focus our discussions based on the the the equivalent<00:01:24.560><c> rectangular</c><00:01:25.600><c> stress</c><00:01:26.080><c> block</c> equivalent rectangular stress block equivalent rectangular stress block diagram diagram diagram as<00:01:28.479><c> indicated</c><00:01:29.439><c> here</c> as indicated here as indicated here under<00:01:31.840><c> bending</c><00:01:32.880><c> the</c><00:01:33.119><c> bottom</c><00:01:33.600><c> part</c><00:01:34.000><c> of</c><00:01:34.320><c> the</c> under bending the bottom part of the under bending the bottom part of the sections<00:01:35.920><c> is</c><00:01:36.240><c> undergoing</c><00:01:37.200><c> tensile</c><00:01:37.759><c> strength</c> sections is undergoing tensile strength sections is undergoing tensile strength while<00:01:38.799><c> the</c><00:01:39.040><c> top</c><00:01:39.360><c> part</c><00:01:39.680><c> of</c><00:01:39.840><c> the</c><00:01:40.079><c> sections</c><00:01:40.720><c> is</c> while the top part of the sections is while the top part of the sections is undergoing undergoing undergoing compressive<00:01:43.119><c> strength</c><00:01:44.799><c> this</c><00:01:45.200><c> gives</c><00:01:45.520><c> us</c> compressive strength this gives us compressive strength this gives us a<00:01:46.320><c> neutral</c><00:01:46.960><c> axis</c><00:01:47.680><c> which</c><00:01:48.159><c> separates</c><00:01:48.799><c> the</c> a neutral axis which separates the a neutral axis which separates the tension<00:01:49.840><c> region</c><00:01:50.479><c> and</c><00:01:50.640><c> the</c><00:01:50.799><c> compressive</c> tension region and the compressive tension region and the compressive region region region compressive<00:01:54.240><c> stress</c><00:01:54.960><c> is</c><00:01:55.360><c> developed</c><00:01:55.920><c> within</c> compressive stress is developed within compressive stress is developed within the<00:01:56.640><c> compressive</c><00:01:57.360><c> regions</c> the compressive regions the compressive regions while<00:01:59.680><c> no</c><00:02:00.000><c> stress</c><00:02:00.560><c> developed</c><00:02:01.280><c> at</c><00:02:01.439><c> the</c><00:02:01.840><c> tension</c> while no stress developed at the tension while no stress developed at the tension regions<00:02:02.960><c> for</c><00:02:03.119><c> the</c><00:02:03.280><c> concrete</c> regions for the concrete regions for the concrete the<00:02:05.520><c> concrete</c><00:02:06.159><c> is</c><00:02:06.560><c> assumed</c><00:02:07.280><c> not</c><00:02:07.640><c> contributing</c> the concrete is assumed not contributing the concrete is assumed not contributing any<00:02:09.360><c> tensile</c><00:02:09.920><c> stress</c><00:02:10.560><c> to</c><00:02:10.879><c> the</c><00:02:11.280><c> section</c> any tensile stress to the section any tensile stress to the section the<00:02:12.800><c> tensile</c><00:02:13.440><c> stress</c><00:02:14.000><c> is</c><00:02:14.319><c> fully</c><00:02:14.879><c> contributed</c> the tensile stress is fully contributed the tensile stress is fully contributed by<00:02:16.319><c> the</c><00:02:16.640><c> reinforcement</c><00:02:17.520><c> bar</c><00:02:17.920><c> embedded</c><00:02:18.560><c> within</c> by the reinforcement bar embedded within by the reinforcement bar embedded within the<00:02:19.440><c> sections</c> the sections the sections as<00:02:21.040><c> indicated</c><00:02:21.840><c> here</c><00:02:23.360><c> from</c><00:02:23.680><c> the</c> as indicated here from the as indicated here from the compressive<00:02:24.879><c> stress</c><00:02:25.440><c> here</c> compressive stress here compressive stress here the<00:02:27.680><c> maximum</c><00:02:28.400><c> allowable</c><00:02:29.280><c> stress</c><00:02:30.000><c> in</c><00:02:30.319><c> the</c> the maximum allowable stress in the the maximum allowable stress in the sections<00:02:31.440><c> is</c><00:02:31.680><c> the</c><00:02:31.920><c> design</c><00:02:32.480><c> compressive</c> sections is the design compressive sections is the design compressive stress<00:02:33.680><c> of</c><00:02:33.840><c> the</c><00:02:34.840><c> concrete</c> stress of the concrete stress of the concrete it<00:02:36.560><c> is</c><00:02:36.879><c> calculated</c><00:02:37.840><c> based</c><00:02:38.239><c> on</c><00:02:38.560><c> these</c> it is calculated based on these it is calculated based on these equations equations equations in<00:02:40.879><c> the</c><00:02:41.360><c> functions</c><00:02:42.080><c> of</c><00:02:42.319><c> the</c><00:02:42.720><c> partial</c><00:02:43.280><c> factor</c> in the functions of the partial factor in the functions of the partial factor of<00:02:43.920><c> safety</c><00:02:44.400><c> or</c><00:02:44.560><c> concrete</c> of safety or concrete of safety or concrete which<00:02:45.599><c> is</c><00:02:45.920><c> equals</c><00:02:46.480><c> to</c><00:02:46.800><c> 1.5</c><00:02:48.239><c> and</c> which is equals to 1.5 and which is equals to 1.5 and also<00:02:49.360><c> the</c><00:02:49.760><c> factors</c><00:02:50.319><c> that</c><00:02:50.560><c> correlate</c><00:02:51.280><c> the</c> also the factors that correlate the also the factors that correlate the bending<00:02:52.080><c> strength</c><00:02:52.560><c> and</c><00:02:52.720><c> the</c> bending strength and the bending strength and the crushing<00:02:53.760><c> strength</c><00:02:54.160><c> of</c><00:02:54.239><c> the</c><00:02:54.480><c> cylinder</c><00:02:55.519><c> which</c> crushing strength of the cylinder which crushing strength of the cylinder which is is is equals<00:02:56.720><c> to</c><00:02:57.239><c> 0.85</c> equals to 0.85 equals to 0.85 substituting<00:03:00.319><c> the</c><00:03:00.560><c> relevant</c><00:03:01.680><c> value</c><00:03:02.239><c> include</c> substituting the relevant value include substituting the relevant value include the<00:03:03.120><c> equations</c> the equations the equations you<00:03:04.560><c> obtain</c><00:03:05.200><c> the</c><00:03:06.599><c> 0.567</c> you obtain the 0.567 you obtain the 0.567 fck<00:03:10.239><c> let's</c><00:03:10.480><c> say</c> fck let's say fck let's say the<00:03:11.120><c> positions</c><00:03:11.840><c> of</c><00:03:12.000><c> the</c><00:03:12.239><c> neutral</c><00:03:12.800><c> axis</c><00:03:13.519><c> is</c> the positions of the neutral axis is the positions of the neutral axis is determined determined determined as<00:03:15.040><c> at</c><00:03:15.200><c> the</c><00:03:15.440><c> x</c><00:03:15.760><c> distance</c><00:03:16.560><c> from</c><00:03:16.800><c> the</c><00:03:17.120><c> top</c> as at the x distance from the top as at the x distance from the top of<00:03:17.840><c> the</c><00:03:18.239><c> section</c><00:03:20.159><c> the</c><00:03:20.480><c> rectangular</c><00:03:21.280><c> stress</c> of the section the rectangular stress of the section the rectangular stress plot plot plot assume<00:03:22.879><c> that</c><00:03:23.200><c> the</c><00:03:23.440><c> effective</c><00:03:24.080><c> compressive</c> assume that the effective compressive assume that the effective compressive regions regions regions is<00:03:26.239><c> equals</c><00:03:26.959><c> to</c><00:03:28.000><c> 0.8</c><00:03:29.040><c> times</c><00:03:29.599><c> the</c><00:03:29.840><c> height</c> is equals to 0.8 times the height is equals to 0.8 times the height of<00:03:30.640><c> the</c><00:03:31.120><c> neutral</c><00:03:31.680><c> axis</c> of the neutral axis of the neutral axis that<00:03:33.920><c> means</c><00:03:34.959><c> the</c><00:03:35.280><c> regions</c><00:03:35.920><c> effectively</c> that means the regions effectively that means the regions effectively undergo<00:03:37.680><c> compressive</c><00:03:39.120><c> strength</c> undergo compressive strength undergo compressive strength is<00:03:40.400><c> actually</c><00:03:41.040><c> indicated</c><00:03:41.840><c> here</c><00:03:42.480><c> with</c><00:03:42.720><c> the</c> is actually indicated here with the is actually indicated here with the height height height of<00:03:43.879><c> 0.8</c><00:03:45.040><c> times</c><00:03:45.519><c> the</c><00:03:45.680><c> height</c><00:03:46.080><c> of</c><00:03:46.159><c> the</c><00:03:46.400><c> neutral</c> of 0.8 times the height of the neutral of 0.8 times the height of the neutral axis axis axis to<00:03:48.959><c> determine</c><00:03:49.760><c> the</c><00:03:50.159><c> compressive</c><00:03:50.959><c> force</c> to determine the compressive force to determine the compressive force caused caused caused by<00:03:52.480><c> the</c><00:03:52.959><c> concrete</c><00:03:54.400><c> the</c><00:03:54.640><c> effective</c> by the concrete the effective by the concrete the effective areas<00:03:57.040><c> undergo</c><00:03:57.760><c> compressions</c><00:03:58.879><c> is</c><00:03:59.040><c> to</c><00:03:59.280><c> be</c> areas undergo compressions is to be areas undergo compressions is to be multiplied<00:04:00.640><c> with</c><00:04:01.120><c> the</c><00:04:01.599><c> compressive</c> multiplied with the compressive multiplied with the compressive strength<00:04:03.200><c> of</c><00:04:03.360><c> the</c><00:04:03.519><c> concrete</c><00:04:05.200><c> with</c><00:04:05.439><c> that</c> strength of the concrete with that strength of the concrete with that the<00:04:06.799><c> compressive</c><00:04:07.519><c> force</c><00:04:07.920><c> of</c><00:04:08.000><c> the</c><00:04:08.239><c> concrete</c> the compressive force of the concrete the compressive force of the concrete fcc fcc fcc is<00:04:10.319><c> calculated</c><00:04:11.280><c> by</c><00:04:11.920><c> multiplying</c><00:04:12.879><c> the</c> is calculated by multiplying the is calculated by multiplying the design<00:04:14.000><c> stress</c><00:04:14.640><c> of</c><00:04:14.799><c> the</c><00:04:15.040><c> concrete</c><00:04:16.079><c> with</c> design stress of the concrete with design stress of the concrete with the<00:04:17.120><c> area</c><00:04:17.680><c> here</c><00:04:18.400><c> which</c><00:04:18.720><c> is</c><00:04:19.199><c> the</c><00:04:19.440><c> height</c> the area here which is the height the area here which is the height 0.8<00:04:21.519><c> x</c><00:04:22.479><c> times</c><00:04:23.040><c> the</c><00:04:23.360><c> width</c> 0.8 x times the width 0.8 x times the width of<00:04:24.160><c> the</c><00:04:24.800><c> beam</c><00:04:25.440><c> which</c><00:04:25.759><c> is</c><00:04:26.840><c> b</c> of the beam which is b of the beam which is b the<00:04:28.479><c> equations</c><00:04:29.680><c> is</c><00:04:30.080><c> as</c><00:04:30.479><c> given</c><00:04:30.960><c> here</c> the<00:04:33.600><c> compresses</c><00:04:34.479><c> force</c><00:04:34.960><c> here</c><00:04:35.680><c> is</c><00:04:36.000><c> assumed</c><00:04:36.560><c> to</c> the compresses force here is assumed to the compresses force here is assumed to be be be acting<00:04:37.840><c> at</c><00:04:38.080><c> the</c><00:04:38.320><c> centroid</c><00:04:39.120><c> of</c><00:04:39.360><c> the</c><00:04:39.919><c> stress</c> acting at the centroid of the stress acting at the centroid of the stress area<00:04:41.919><c> which</c><00:04:42.240><c> is</c><00:04:42.720><c> at</c><00:04:43.199><c> a</c><00:04:43.520><c> position</c> area which is at a position area which is at a position of<00:04:44.960><c> s</c><00:04:45.360><c> divided</c><00:04:46.080><c> by</c><00:04:46.479><c> 2</c><00:04:47.280><c> from</c><00:04:47.520><c> the</c><00:04:47.840><c> top</c> of s divided by 2 from the top of s divided by 2 from the top of<00:04:48.639><c> the</c><00:04:50.240><c> section</c> of the section of the section as<00:04:51.840><c> for</c><00:04:52.080><c> the</c><00:04:52.400><c> forces</c><00:04:53.040><c> contributed</c><00:04:53.919><c> by</c><00:04:54.160><c> the</c> as for the forces contributed by the as for the forces contributed by the steel steel steel it<00:04:55.360><c> is</c><00:04:55.680><c> calculated</c><00:04:56.720><c> by</c><00:04:57.199><c> the</c> area<00:05:00.639><c> of</c><00:05:00.800><c> the</c><00:05:01.039><c> steel</c><00:05:01.680><c> multiply</c><00:05:02.560><c> the</c> area of the steel multiply the area of the steel multiply the u<00:05:04.000><c> strength</c><00:05:04.479><c> of</c><00:05:04.560><c> the</c><00:05:04.720><c> steel</c><00:05:05.440><c> divided</c><00:05:06.080><c> by</c><00:05:06.479><c> the</c> u strength of the steel divided by the u strength of the steel divided by the factor<00:05:07.440><c> of</c><00:05:07.680><c> safety</c><00:05:08.240><c> of</c><00:05:08.400><c> the</c><00:05:08.840><c> steel</c> factor of safety of the steel factor of safety of the steel it<00:05:10.560><c> is</c><00:05:10.960><c> against</c><00:05:11.680><c> the</c><00:05:12.160><c> design</c><00:05:12.800><c> stress</c> it is against the design stress it is against the design stress multiplied<00:05:14.320><c> the</c><00:05:14.720><c> effective</c><00:05:15.759><c> tension</c><00:05:16.400><c> area</c> multiplied the effective tension area multiplied the effective tension area of<00:05:17.199><c> the</c><00:05:18.320><c> element</c> of the element of the element the<00:05:20.479><c> forces</c><00:05:21.120><c> in</c><00:05:21.440><c> concrete</c><00:05:22.160><c> and</c><00:05:22.400><c> steel</c> the forces in concrete and steel the forces in concrete and steel are<00:05:23.360><c> in</c><00:05:23.600><c> the</c><00:05:23.840><c> opposite</c><00:05:24.400><c> directions</c><00:05:25.600><c> because</c> are in the opposite directions because are in the opposite directions because the<00:05:26.320><c> concrete</c> the concrete the concrete is<00:05:27.440><c> undergoing</c><00:05:28.240><c> compressions</c><00:05:29.360><c> while</c><00:05:29.759><c> the</c> is undergoing compressions while the is undergoing compressions while the steel<00:05:30.479><c> is</c><00:05:30.720><c> undergoing</c><00:05:31.440><c> tension</c> steel is undergoing tension steel is undergoing tension as<00:05:33.919><c> these</c><00:05:34.400><c> forces</c><00:05:35.120><c> do</c><00:05:35.360><c> not</c><00:05:35.680><c> occur</c><00:05:36.240><c> in</c><00:05:36.400><c> the</c><00:05:36.639><c> same</c> as these forces do not occur in the same as these forces do not occur in the same place place place there<00:05:38.400><c> are</c><00:05:38.720><c> level</c><00:05:39.120><c> arm</c><00:05:39.440><c> between</c><00:05:39.840><c> the</c><00:05:40.080><c> forces</c> there are level arm between the forces there are level arm between the forces that<00:05:41.440><c> means</c><00:05:42.240><c> there</c><00:05:42.400><c> is</c><00:05:42.639><c> going</c><00:05:42.960><c> to</c><00:05:43.440><c> generate</c> that means there is going to generate that means there is going to generate flexural<00:05:44.880><c> strength</c><00:05:45.280><c> within</c><00:05:45.759><c> the</c><00:05:46.080><c> sections</c> flexural strength within the sections flexural strength within the sections the<00:05:48.160><c> flexural</c><00:05:48.800><c> strength</c><00:05:49.360><c> is</c><00:05:49.680><c> related</c><00:05:50.400><c> to</c> the flexural strength is related to the flexural strength is related to the<00:05:51.360><c> moment</c><00:05:52.320><c> which</c><00:05:52.639><c> is</c><00:05:53.199><c> the</c><00:05:53.520><c> force</c> the moment which is the force the moment which is the force multiplied<00:05:54.880><c> the</c><00:05:55.199><c> lever</c><00:05:55.600><c> arm</c> multiplied the lever arm multiplied the lever arm from<00:05:57.440><c> the</c><00:05:57.600><c> stress</c><00:05:58.080><c> diagram</c><00:05:58.720><c> here</c><00:05:59.440><c> we</c><00:05:59.680><c> will</c><00:06:00.000><c> see</c> from the stress diagram here we will see from the stress diagram here we will see that<00:06:01.039><c> the</c><00:06:01.280><c> moment</c><00:06:01.919><c> can</c><00:06:02.240><c> either</c><00:06:02.800><c> be</c><00:06:03.280><c> generated</c> that the moment can either be generated that the moment can either be generated by<00:06:04.560><c> the</c><00:06:04.800><c> concrete</c><00:06:05.759><c> which</c><00:06:06.080><c> is</c><00:06:06.479><c> obtained</c><00:06:07.039><c> by</c> by the concrete which is obtained by by the concrete which is obtained by multiplying<00:06:08.240><c> the</c><00:06:08.479><c> concrete</c><00:06:09.039><c> force</c><00:06:09.840><c> with</c><00:06:10.080><c> the</c> multiplying the concrete force with the multiplying the concrete force with the lever lever lever arm<00:06:11.360><c> or</c><00:06:11.919><c> generated</c><00:06:12.800><c> by</c><00:06:13.039><c> the</c><00:06:13.199><c> steel</c> arm or generated by the steel arm or generated by the steel which<00:06:14.240><c> is</c><00:06:14.560><c> by</c><00:06:14.880><c> multiplying</c><00:06:15.759><c> the</c><00:06:16.000><c> steel</c> which is by multiplying the steel which is by multiplying the steel forces<00:06:18.000><c> with</c><00:06:18.240><c> the</c><00:06:18.400><c> lever</c><00:06:18.840><c> arm</c> forces with the lever arm forces with the lever arm as<00:06:22.080><c> both</c><00:06:22.639><c> happening</c><00:06:23.440><c> in</c><00:06:23.600><c> the</c><00:06:23.840><c> same</c><00:06:24.240><c> cross</c> as both happening in the same cross as both happening in the same cross sections sections sections and<00:06:27.120><c> based</c><00:06:27.440><c> on</c><00:06:27.680><c> the</c><00:06:27.840><c> principles</c><00:06:28.800><c> of</c><00:06:29.039><c> static</c> and based on the principles of static and based on the principles of static equilibrium equilibrium equilibrium these<00:06:32.240><c> two</c><00:06:32.560><c> moments</c><00:06:33.120><c> should</c><00:06:33.440><c> be</c><00:06:33.759><c> equivalent</c> these two moments should be equivalent these two moments should be equivalent and<00:06:36.160><c> thus</c><00:06:36.880><c> they</c><00:06:37.199><c> can</c><00:06:37.520><c> be</c><00:06:37.919><c> solved</c> and thus they can be solved and thus they can be solved simultaneously simultaneously simultaneously first<00:06:41.039><c> we</c><00:06:41.600><c> look</c><00:06:41.919><c> into</c><00:06:42.560><c> the</c><00:06:42.960><c> moment</c><00:06:43.520><c> generated</c> first we look into the moment generated first we look into the moment generated by by by the<00:06:45.199><c> concrete</c><00:06:47.280><c> the</c><00:06:47.680><c> compressive</c><00:06:48.479><c> force</c> the concrete the compressive force the concrete the compressive force caused<00:06:49.280><c> by</c><00:06:49.440><c> the</c><00:06:49.680><c> concrete</c> caused by the concrete caused by the concrete is<00:06:50.639><c> given</c><00:06:51.199><c> in</c><00:06:51.360><c> the</c><00:06:51.520><c> equation</c><00:06:52.319><c> here</c> is given in the equation here is given in the equation here the<00:06:55.039><c> s</c><00:06:55.440><c> here</c><00:06:56.080><c> can</c><00:06:56.319><c> be</c><00:06:56.720><c> substituted</c> the s here can be substituted the s here can be substituted in<00:06:58.240><c> the</c><00:06:58.639><c> functions</c><00:06:59.440><c> of</c><00:07:00.000><c> z</c><00:07:00.479><c> the</c><00:07:00.639><c> labor</c><00:07:01.120><c> arm</c><00:07:01.919><c> in</c> in the functions of z the labor arm in in the functions of z the labor arm in order<00:07:02.639><c> to</c> order to order to eliminate<00:07:04.240><c> the</c><00:07:04.960><c> additional</c> eliminate the additional eliminate the additional unknown<00:07:06.960><c> in</c><00:07:07.120><c> the</c><00:07:07.360><c> equation</c> unknown in the equation unknown in the equation the<00:07:09.759><c> lever</c><00:07:10.160><c> arm</c><00:07:10.560><c> here</c><00:07:11.360><c> is</c><00:07:11.759><c> actually</c> the lever arm here is actually the lever arm here is actually calculated<00:07:13.199><c> by</c> calculated by calculated by minusing<00:07:14.639><c> the</c><00:07:15.039><c> depth</c><00:07:15.440><c> of</c><00:07:15.680><c> the</c><00:07:16.319><c> member</c> minusing the depth of the member minusing the depth of the member with<00:07:18.080><c> the</c><00:07:18.400><c> half</c><00:07:19.039><c> of</c><00:07:19.360><c> the</c> with the half of the with the half of the height<00:07:20.960><c> of</c><00:07:21.199><c> the</c><00:07:21.520><c> stress</c><00:07:21.919><c> plot</c> reorganize<00:07:25.520><c> the</c><00:07:25.680><c> equations</c><00:07:26.639><c> you</c><00:07:26.800><c> will</c><00:07:27.120><c> get</c><00:07:27.520><c> s</c> reorganize the equations you will get s reorganize the equations you will get s equals<00:07:28.479><c> to</c><00:07:28.880><c> 2</c><00:07:29.280><c> times</c><00:07:30.000><c> d</c><00:07:30.400><c> minus</c> equals to 2 times d minus equals to 2 times d minus z<00:07:32.880><c> substitute</c><00:07:33.599><c> the</c><00:07:33.759><c> relevant</c><00:07:34.400><c> value</c> z substitute the relevant value z substitute the relevant value into<00:07:35.759><c> the</c><00:07:36.160><c> moment</c><00:07:36.720><c> equations</c><00:07:37.759><c> due</c><00:07:38.080><c> to</c><00:07:38.240><c> the</c> into the moment equations due to the into the moment equations due to the concrete concrete concrete you<00:07:39.520><c> will</c><00:07:39.759><c> obtain</c><00:07:40.319><c> this</c><00:07:40.720><c> equation</c> you will obtain this equation you will obtain this equation the<00:07:43.599><c> entire</c><00:07:44.240><c> equations</c><00:07:45.199><c> is</c><00:07:45.360><c> to</c><00:07:45.599><c> be</c><00:07:45.919><c> divided</c><00:07:46.639><c> by</c> the entire equations is to be divided by the entire equations is to be divided by bd<00:07:47.759><c> square</c><00:07:48.240><c> fck</c><00:07:49.360><c> you</c><00:07:49.680><c> obtain</c> bd square fck you obtain bd square fck you obtain these<00:07:50.720><c> equations</c><00:07:53.120><c> the</c><00:07:53.360><c> equation</c> these equations the equation these equations the equation seems<00:07:54.560><c> to</c><00:07:54.720><c> be</c><00:07:55.039><c> quite</c><00:07:55.360><c> complicated</c> seems to be quite complicated seems to be quite complicated you<00:07:57.599><c> use</c><00:07:58.000><c> a</c><00:07:58.240><c> factor</c><00:07:58.879><c> k</c><00:07:59.440><c> to</c><00:07:59.680><c> represent</c> you use a factor k to represent you use a factor k to represent this<00:08:03.840><c> simplify</c> this simplify this simplify the<00:08:04.879><c> equations</c><00:08:05.919><c> you</c><00:08:06.080><c> will</c><00:08:06.319><c> get</c><00:08:06.639><c> these</c> the equations you will get these the equations you will get these equations equations equations and<00:08:08.639><c> reorganize</c><00:08:09.440><c> the</c><00:08:09.680><c> equations</c><00:08:10.720><c> you</c><00:08:10.879><c> will</c> and reorganize the equations you will and reorganize the equations you will get<00:08:11.440><c> the</c><00:08:11.759><c> equations</c><00:08:12.639><c> for</c><00:08:12.800><c> the</c><00:08:12.960><c> lever</c><00:08:13.440><c> arm</c> get the equations for the lever arm get the equations for the lever arm the<00:08:15.440><c> equations</c><00:08:16.240><c> for</c><00:08:16.479><c> the</c><00:08:16.639><c> lever</c><00:08:17.120><c> m</c><00:08:17.440><c> z</c><00:08:17.840><c> here</c> the equations for the lever m z here the equations for the lever m z here is<00:08:18.639><c> in</c><00:08:18.720><c> the</c><00:08:18.960><c> functions</c><00:08:19.680><c> of</c><00:08:19.919><c> k</c><00:08:20.560><c> and</c><00:08:20.960><c> d</c> is in the functions of k and d is in the functions of k and d the<00:08:23.280><c> rest</c><00:08:23.680><c> are</c><00:08:23.919><c> all</c><00:08:24.840><c> constants</c> the rest are all constants the rest are all constants these<00:08:27.360><c> equations</c><00:08:28.319><c> of</c><00:08:28.479><c> liver</c><00:08:28.879><c> arm</c><00:08:29.599><c> can</c> these equations of liver arm can these equations of liver arm can be<00:08:30.800><c> substituted</c><00:08:31.759><c> into</c><00:08:32.399><c> the</c><00:08:32.880><c> moment</c><00:08:33.360><c> equations</c> be substituted into the moment equations be substituted into the moment equations due<00:08:34.719><c> to</c><00:08:34.880><c> the</c><00:08:35.039><c> steel</c> due to the steel due to the steel the<00:08:37.039><c> equations</c><00:08:38.000><c> for</c><00:08:38.240><c> the</c><00:08:38.479><c> forces</c><00:08:39.120><c> in</c><00:08:39.279><c> the</c> the equations for the forces in the the equations for the forces in the steel steel steel is<00:08:40.159><c> given</c><00:08:40.560><c> here</c><00:08:42.479><c> combine</c><00:08:43.039><c> the</c><00:08:43.360><c> relevant</c> is given here combine the relevant is given here combine the relevant equations equations equations you<00:08:46.399><c> will</c><00:08:46.720><c> obtain</c><00:08:47.200><c> the</c><00:08:47.519><c> area</c><00:08:48.000><c> of</c> you will obtain the area of you will obtain the area of reinforcement<00:08:49.040><c> bar</c> reinforcement bar reinforcement bar equals<00:08:50.399><c> to</c><00:08:50.959><c> m</c><00:08:51.279><c> divided</c><00:08:51.920><c> by</c><00:08:52.600><c> 0.87</c><00:08:53.680><c> f</c> equals to m divided by 0.87 f equals to m divided by 0.87 f y<00:08:54.320><c> k</c><00:08:54.640><c> z</c><00:08:56.560><c> the</c><00:08:56.800><c> z</c> y k z the z y k z the z here<00:08:58.000><c> is</c><00:08:58.320><c> referring</c><00:08:59.040><c> to</c><00:08:59.440><c> this</c><00:08:59.839><c> equation</c> based<00:09:03.040><c> on</c><00:09:03.279><c> the</c><00:09:03.640><c> derivations</c><00:09:04.880><c> here</c> based on the derivations here based on the derivations here there<00:09:06.080><c> are</c><00:09:06.399><c> three</c><00:09:07.040><c> equations</c><00:09:07.920><c> that</c><00:09:08.160><c> you</c><00:09:08.399><c> need</c> there are three equations that you need there are three equations that you need to to to be<00:09:09.600><c> familiar</c><00:09:10.240><c> with</c><00:09:11.839><c> these</c> be familiar with these be familiar with these include<00:09:12.880><c> the</c><00:09:13.279><c> equations</c><00:09:14.080><c> for</c><00:09:14.399><c> k</c><00:09:15.120><c> the</c> include the equations for k the include the equations for k the equations<00:09:16.240><c> for</c><00:09:16.480><c> liver</c><00:09:16.880><c> arm</c> equations for liver arm equations for liver arm and<00:09:17.839><c> also</c><00:09:18.240><c> the</c><00:09:18.480><c> equations</c><00:09:19.440><c> for</c><00:09:19.839><c> the</c> and also the equations for the and also the equations for the reinforcement<00:09:21.040><c> bar</c><00:09:21.440><c> area</c> reinforcement bar area reinforcement bar area these<00:09:23.200><c> equations</c><00:09:24.320><c> are</c><00:09:25.120><c> the</c><00:09:25.519><c> major</c><00:09:26.080><c> steps</c> these equations are the major steps these equations are the major steps for<00:09:26.880><c> you</c><00:09:27.200><c> to</c><00:09:27.680><c> determine</c><00:09:28.320><c> the</c><00:09:28.720><c> amount</c><00:09:29.200><c> of</c> for you to determine the amount of for you to determine the amount of reinforcement<00:09:30.080><c> bar</c> reinforcement bar reinforcement bar in<00:09:30.800><c> a</c><00:09:31.120><c> singly</c><00:09:31.680><c> reinforced</c><00:09:32.480><c> member</c> in a singly reinforced member in a singly reinforced member the<00:09:34.480><c> meaning</c><00:09:35.040><c> of</c><00:09:35.279><c> singly</c><00:09:35.839><c> reinforced</c><00:09:36.640><c> member</c> the meaning of singly reinforced member the meaning of singly reinforced member is is is there<00:09:38.480><c> is</c><00:09:38.959><c> only</c><00:09:39.600><c> tension</c><00:09:40.080><c> reinforcement</c><00:09:40.880><c> bar</c> there is only tension reinforcement bar there is only tension reinforcement bar required<00:09:42.640><c> the</c><00:09:42.880><c> compression</c><00:09:43.600><c> reinforcement</c> required the compression reinforcement required the compression reinforcement bar bar bar is<00:09:45.120><c> not</c><00:09:45.360><c> required</c><00:09:46.160><c> in</c><00:09:46.480><c> the</c><00:09:46.959><c> sections</c> is not required in the sections is not required in the sections based<00:09:49.279><c> on</c><00:09:49.519><c> the</c><00:09:49.839><c> equations</c><00:09:50.720><c> for</c><00:09:50.880><c> the</c><00:09:51.120><c> liver</c><00:09:51.600><c> arm</c> based on the equations for the liver arm based on the equations for the liver arm here here here the<00:09:54.160><c> relationship</c><00:09:55.200><c> between</c><00:09:56.160><c> z</c> the relationship between z the relationship between z d<00:09:57.920><c> and</c><00:09:58.160><c> k</c><00:09:58.880><c> can</c><00:09:59.120><c> be</c><00:09:59.440><c> represented</c> d and k can be represented d and k can be represented in<00:10:00.880><c> this</c><00:10:01.360><c> table</c><00:10:02.480><c> and</c><00:10:03.040><c> also</c> in this table and also in this table and also in<00:10:04.000><c> this</c><00:10:04.320><c> chart</c><00:10:06.320><c> the</c> in this chart the in this chart the x-axis<00:10:07.600><c> here</c><00:10:08.079><c> represent</c><00:10:08.959><c> the</c><00:10:09.440><c> factor</c><00:10:10.000><c> k</c> x-axis here represent the factor k x-axis here represent the factor k while<00:10:11.279><c> the</c><00:10:11.519><c> y-axis</c><00:10:12.720><c> represents</c><00:10:13.519><c> the</c> while the y-axis represents the while the y-axis represents the ratio<00:10:14.640><c> between</c><00:10:15.120><c> the</c><00:10:15.440><c> z</c><00:10:16.160><c> with</c><00:10:16.560><c> the</c> ratio between the z with the ratio between the z with the depth<00:10:17.440><c> of</c><00:10:17.600><c> the</c><00:10:18.000><c> section</c> depth of the section depth of the section different<00:10:20.880><c> values</c><00:10:21.519><c> of</c><00:10:21.760><c> care</c><00:10:22.240><c> will</c><00:10:22.560><c> result</c><00:10:23.200><c> in</c> different values of care will result in different values of care will result in different<00:10:24.160><c> ratio</c><00:10:24.959><c> of</c><00:10:25.360><c> z</c><00:10:25.680><c> for</c><00:10:25.920><c> d</c> different ratio of z for d different ratio of z for d as<00:10:27.920><c> represented</c><00:10:28.959><c> by</c><00:10:29.440><c> this</c><00:10:30.839><c> curve</c> as represented by this curve as represented by this curve the<00:10:32.320><c> curve</c><00:10:32.720><c> here</c><00:10:33.600><c> started</c><00:10:34.240><c> from</c><00:10:35.160><c> 0.82</c> the curve here started from 0.82 the curve here started from 0.82 to<00:10:36.920><c> 1.0</c> 0.82<00:10:41.040><c> represent</c><00:10:42.000><c> the</c><00:10:42.480><c> limits</c> 0.82 represent the limits 0.82 represent the limits of<00:10:44.160><c> singly</c><00:10:44.839><c> reinforced</c><00:10:46.079><c> member</c> of singly reinforced member of singly reinforced member when<00:10:48.240><c> the</c><00:10:48.560><c> zpd</c><00:10:49.440><c> ratio</c><00:10:50.079><c> is</c><00:10:50.399><c> less</c><00:10:50.720><c> than</c><00:10:51.160><c> 0.82</c> when the zpd ratio is less than 0.82 when the zpd ratio is less than 0.82 that<00:10:52.959><c> means</c><00:10:53.440><c> there</c><00:10:53.680><c> will</c><00:10:54.000><c> be</c><00:10:54.560><c> compressive</c> that means there will be compressive that means there will be compressive reinforcement<00:10:56.079><c> required</c> reinforcement required reinforcement required with<00:10:58.000><c> that</c><00:10:58.480><c> we</c><00:10:58.640><c> will</c><00:10:58.880><c> consider</c><00:10:59.839><c> the</c><00:11:00.240><c> z</c> with that we will consider the z with that we will consider the z is<00:11:00.959><c> equals</c><00:11:01.519><c> to</c><00:11:02.120><c> 0.82</c><00:11:03.200><c> d</c> is equals to 0.82 d is equals to 0.82 d and<00:11:04.320><c> you</c><00:11:04.480><c> will</c><00:11:04.640><c> require</c><00:11:05.519><c> additional</c><00:11:06.160><c> step</c><00:11:06.560><c> for</c> and you will require additional step for and you will require additional step for you<00:11:07.040><c> to</c><00:11:07.360><c> calculate</c> you to calculate you to calculate the<00:11:08.800><c> area</c><00:11:09.279><c> required</c><00:11:09.920><c> for</c><00:11:10.160><c> the</c><00:11:10.720><c> compressive</c> the area required for the compressive the area required for the compressive reinforcement<00:11:13.519><c> although</c><00:11:14.079><c> the</c><00:11:14.320><c> curve</c><00:11:14.720><c> here</c> reinforcement although the curve here reinforcement although the curve here indicate<00:11:15.920><c> that</c><00:11:16.320><c> there</c><00:11:16.720><c> is</c><00:11:17.120><c> possible</c><00:11:18.000><c> for</c><00:11:18.320><c> the</c> indicate that there is possible for the indicate that there is possible for the disease<00:11:19.120><c> to</c><00:11:19.360><c> be</c> disease to be disease to be nearly<00:11:20.399><c> equivalent</c><00:11:21.360><c> to</c><00:11:21.760><c> the</c><00:11:22.000><c> depth</c><00:11:22.320><c> of</c><00:11:22.480><c> the</c> nearly equivalent to the depth of the nearly equivalent to the depth of the beam beam beam however<00:11:25.200><c> euro</c><00:11:25.600><c> code</c><00:11:26.000><c> limits</c><00:11:26.480><c> it</c><00:11:26.720><c> to</c><00:11:26.959><c> be</c> however euro code limits it to be however euro code limits it to be 0.95<00:11:30.160><c> if</c><00:11:30.320><c> you</c><00:11:30.560><c> find</c><00:11:30.959><c> that</c><00:11:31.279><c> your</c><00:11:31.680><c> z</c> 0.95 if you find that your z 0.95 if you find that your z is<00:11:32.800><c> more</c><00:11:33.120><c> than</c><00:11:33.640><c> 0.95</c><00:11:34.800><c> d</c> is more than 0.95 d is more than 0.95 d you<00:11:35.839><c> will</c><00:11:36.000><c> have</c><00:11:36.240><c> to</c><00:11:36.480><c> use</c><00:11:36.959><c> the</c><00:11:37.200><c> value</c><00:11:37.760><c> of</c><00:11:38.120><c> 0.95</c> you will have to use the value of 0.95 you will have to use the value of 0.95 with<00:11:40.560><c> that</c><00:11:41.200><c> the</c><00:11:41.440><c> ratio</c><00:11:42.079><c> between</c><00:11:42.640><c> the</c><00:11:43.040><c> z</c> with that the ratio between the z with that the ratio between the z per<00:11:43.680><c> d</c><00:11:44.320><c> is</c><00:11:44.640><c> actually</c><00:11:45.360><c> within</c><00:11:45.839><c> the</c><00:11:46.079><c> range</c><00:11:46.560><c> of</c> per d is actually within the range of per d is actually within the range of 0.82 0.82 0.82 to<00:11:48.680><c> 0.95</c> to 0.95 to 0.95 going<00:11:51.839><c> back</c><00:11:52.160><c> to</c><00:11:52.399><c> these</c><00:11:52.800><c> equations</c> going back to these equations going back to these equations the<00:11:55.360><c> number</c><00:11:56.000><c> given</c><00:11:56.560><c> by</c><00:11:57.120><c> this</c><00:11:57.839><c> equation</c> the number given by this equation the number given by this equation should<00:11:59.200><c> be</c><00:11:59.680><c> less</c><00:12:00.000><c> than</c><00:12:00.519><c> 0.95</c> should be less than 0.95 should be less than 0.95 and<00:12:03.360><c> they</c><00:12:03.600><c> should</c><00:12:03.920><c> theoretically</c><00:12:05.200><c> to</c><00:12:05.519><c> be</c> and they should theoretically to be and they should theoretically to be greater<00:12:06.560><c> than</c> greater than greater than 0.82<00:12:09.519><c> from</c><00:12:09.839><c> there</c> 0.82 from there 0.82 from there by<00:12:10.800><c> substituting</c><00:12:11.680><c> the</c><00:12:11.920><c> moment</c><00:12:12.880><c> and</c><00:12:13.279><c> also</c><00:12:13.760><c> the</c> by substituting the moment and also the by substituting the moment and also the design<00:12:14.480><c> strength</c><00:12:14.959><c> of</c><00:12:15.040><c> the</c><00:12:15.200><c> steel</c> design strength of the steel design strength of the steel and<00:12:17.200><c> by</c><00:12:17.519><c> calculating</c><00:12:18.560><c> the</c><00:12:18.959><c> lever</c><00:12:19.360><c> arm</c> and by calculating the lever arm and by calculating the lever arm you<00:12:20.160><c> will</c><00:12:20.320><c> be</c><00:12:20.560><c> able</c><00:12:21.040><c> to</c><00:12:21.440><c> determine</c><00:12:22.079><c> the</c><00:12:22.320><c> amount</c> you will be able to determine the amount you will be able to determine the amount of<00:12:23.120><c> reinforcement</c><00:12:23.920><c> bar</c><00:12:24.240><c> required</c><00:12:25.040><c> in</c><00:12:25.360><c> the</c> of reinforcement bar required in the of reinforcement bar required in the reinforced<00:12:26.399><c> concrete</c><00:12:26.959><c> section</c>
45	4kseJUGF7rI	4.5 The balance section for reinforced concrete element	https://www.youtube.com/watch?v=4kseJUGF7rI	4.5_The_balance_section_for_reinforced_concrete_element.en.vtt	in<00:00:00.320><c> the</c><00:00:00.719><c> previous</c><00:00:01.199><c> videos</c><00:00:02.080><c> we</c><00:00:02.399><c> have</c><00:00:02.720><c> discussed</c> in the previous videos we have discussed in the previous videos we have discussed about<00:00:03.760><c> the</c><00:00:04.080><c> preferred</c><00:00:04.560><c> state</c><00:00:05.120><c> of</c> about the preferred state of about the preferred state of reinforced<00:00:06.240><c> concrete</c><00:00:06.799><c> sections</c><00:00:07.759><c> where</c><00:00:08.400><c> the</c> reinforced concrete sections where the reinforced concrete sections where the sections sections sections is<00:00:10.160><c> preferably</c><00:00:11.200><c> to</c><00:00:11.360><c> be</c><00:00:11.759><c> undergoing</c> is preferably to be undergoing is preferably to be undergoing ductile<00:00:13.280><c> failure</c><00:00:14.080><c> instead</c><00:00:14.639><c> of</c><00:00:15.040><c> bitter</c> ductile failure instead of bitter ductile failure instead of bitter failure failure failure this<00:00:18.080><c> is</c><00:00:18.560><c> achievable</c><00:00:19.520><c> by</c><00:00:20.000><c> ensuring</c><00:00:20.640><c> that</c> this is achievable by ensuring that this is achievable by ensuring that the<00:00:21.359><c> steel</c><00:00:21.920><c> yields</c><00:00:22.480><c> before</c><00:00:23.039><c> the</c><00:00:23.439><c> concrete</c> the steel yields before the concrete the steel yields before the concrete reaches reaches reaches its<00:00:25.119><c> compression</c><00:00:26.080><c> limits</c> its compression limits its compression limits this<00:00:28.240><c> state</c><00:00:28.800><c> where</c><00:00:29.199><c> the</c><00:00:29.760><c> concrete</c> this state where the concrete this state where the concrete undergo<00:00:31.760><c> compressive</c><00:00:32.480><c> limit</c><00:00:33.120><c> and</c><00:00:33.280><c> the</c><00:00:33.440><c> steel</c> undergo compressive limit and the steel undergo compressive limit and the steel u u u at<00:00:34.559><c> the</c><00:00:34.719><c> same</c><00:00:35.040><c> time</c><00:00:35.600><c> is</c><00:00:35.840><c> determined</c><00:00:36.559><c> by</c><00:00:36.960><c> these</c> at the same time is determined by these at the same time is determined by these equations<00:00:38.640><c> by</c><00:00:39.160><c> substituting</c><00:00:40.320><c> the</c> equations by substituting the equations by substituting the relevant<00:00:41.440><c> limits</c><00:00:42.000><c> into</c><00:00:42.840><c> it</c> relevant limits into it relevant limits into it the<00:00:44.399><c> positions</c><00:00:45.360><c> of</c><00:00:45.520><c> the</c><00:00:45.680><c> neutral</c><00:00:46.239><c> axis</c> the positions of the neutral axis the positions of the neutral axis has<00:00:47.360><c> to</c><00:00:47.600><c> be</c><00:00:48.399><c> less</c><00:00:48.800><c> than</c><00:00:50.039><c> 0.617</c> has to be less than 0.617 has to be less than 0.617 so<00:00:51.840><c> that</c><00:00:52.239><c> the</c><00:00:52.800><c> reinforced</c><00:00:53.600><c> member</c><00:00:54.239><c> undergo</c> so that the reinforced member undergo so that the reinforced member undergo a<00:00:55.360><c> ductile</c><00:00:55.920><c> failure</c><00:00:57.280><c> as</c><00:00:57.680><c> a</c><00:00:57.920><c> safety</c><00:00:58.480><c> measure</c> a ductile failure as a safety measure a ductile failure as a safety measure you<00:00:59.600><c> will</c><00:00:59.840><c> could</c><00:01:00.239><c> set</c><00:01:00.559><c> the</c><00:01:00.800><c> limit</c><00:01:01.280><c> to</c><00:01:01.520><c> be</c><00:01:01.920><c> lower</c> you will could set the limit to be lower you will could set the limit to be lower than than than the<00:01:03.440><c> value</c><00:01:04.239><c> which</c><00:01:04.479><c> is</c><00:01:04.879><c> equals</c><00:01:05.439><c> to</c><00:01:06.040><c> 0.45</c> the value which is equals to 0.45 the value which is equals to 0.45 times<00:01:07.680><c> the</c><00:01:07.920><c> depth</c><00:01:08.320><c> of</c><00:01:08.479><c> the</c><00:01:08.799><c> section</c> times the depth of the section times the depth of the section this<00:01:11.119><c> brings</c><00:01:11.439><c> us</c><00:01:11.760><c> to</c><00:01:12.000><c> the</c><00:01:12.240><c> topic</c><00:01:12.720><c> that</c><00:01:12.960><c> we</c><00:01:13.119><c> need</c> this brings us to the topic that we need this brings us to the topic that we need to<00:01:13.520><c> discuss</c> to discuss to discuss in<00:01:14.320><c> this</c><00:01:14.640><c> video</c><00:01:15.439><c> regarding</c><00:01:16.159><c> the</c><00:01:16.560><c> balance</c> in this video regarding the balance in this video regarding the balance section section section the<00:01:19.360><c> balance</c><00:01:19.840><c> section</c><00:01:20.640><c> is</c><00:01:20.960><c> referring</c><00:01:21.680><c> to</c> the balance section is referring to the balance section is referring to a<00:01:22.400><c> state</c><00:01:22.960><c> where</c><00:01:23.360><c> the</c><00:01:23.600><c> concrete</c><00:01:24.320><c> and</c><00:01:24.479><c> the</c><00:01:24.720><c> steel</c> a state where the concrete and the steel a state where the concrete and the steel are<00:01:25.680><c> reaching</c><00:01:26.159><c> their</c><00:01:26.560><c> limits</c><00:01:27.360><c> at</c><00:01:27.520><c> the</c><00:01:27.680><c> same</c> are reaching their limits at the same are reaching their limits at the same time time time at<00:01:29.119><c> the</c><00:01:29.520><c> ultimate</c><00:01:30.079><c> limit</c><00:01:30.479><c> state</c> at the ultimate limit state at the ultimate limit state for<00:01:33.040><c> a</c><00:01:33.360><c> singly</c><00:01:33.920><c> reinforced</c><00:01:34.640><c> sections</c> for a singly reinforced sections for a singly reinforced sections the<00:01:36.880><c> x</c><00:01:37.439><c> balance</c><00:01:38.000><c> will</c><00:01:38.240><c> be</c><00:01:38.560><c> equals</c><00:01:39.119><c> to</c><00:01:39.880><c> 0.45</c><00:01:40.880><c> d</c> the x balance will be equals to 0.45 d the x balance will be equals to 0.45 d as<00:01:42.320><c> indicated</c><00:01:43.280><c> by</c><00:01:43.680><c> euro</c><00:01:44.079><c> code</c> as indicated by euro code as indicated by euro code with<00:01:45.680><c> that</c><00:01:46.479><c> we</c><00:01:46.799><c> need</c><00:01:47.040><c> to</c><00:01:47.439><c> determine</c><00:01:48.240><c> the</c> with that we need to determine the with that we need to determine the response<00:01:49.280><c> of</c><00:01:49.360><c> the</c><00:01:49.600><c> sections</c><00:01:50.399><c> under</c><00:01:50.960><c> the</c> response of the sections under the response of the sections under the balance balance balance state<00:01:53.520><c> first</c><00:01:54.320><c> we</c><00:01:55.040><c> refer</c> state first we refer state first we refer to<00:01:56.159><c> the</c><00:01:56.960><c> principle</c><00:01:57.840><c> of</c><00:01:58.079><c> static</c><00:01:58.719><c> equilibrium</c> to the principle of static equilibrium to the principle of static equilibrium based<00:02:00.880><c> on</c><00:02:01.200><c> the</c><00:02:01.439><c> stress</c><00:02:01.920><c> plot</c><00:02:02.159><c> diagram</c><00:02:02.799><c> given</c> based on the stress plot diagram given based on the stress plot diagram given here here here for<00:02:05.119><c> the</c><00:02:05.520><c> static</c><00:02:06.079><c> state</c><00:02:06.640><c> of</c><00:02:07.040><c> sigma</c><00:02:07.680><c> fx</c> for the static state of sigma fx for the static state of sigma fx equals<00:02:08.879><c> to</c><00:02:09.119><c> zero</c><00:02:10.640><c> the</c><00:02:11.039><c> forces</c> equals to zero the forces equals to zero the forces in<00:02:12.239><c> concrete</c><00:02:12.879><c> will</c><00:02:13.120><c> be</c><00:02:13.520><c> equals</c><00:02:14.160><c> to</c><00:02:14.480><c> the</c> in concrete will be equals to the in concrete will be equals to the tensile<00:02:15.440><c> forces</c><00:02:16.160><c> in</c> tensile forces in tensile forces in reinforcement<00:02:17.360><c> bar</c><00:02:19.120><c> as</c> reinforcement bar as reinforcement bar as indicated<00:02:20.560><c> in</c><00:02:20.879><c> this</c><00:02:21.280><c> equation</c> indicated in this equation indicated in this equation the<00:02:23.680><c> compressive</c><00:02:24.560><c> force</c><00:02:24.959><c> of</c><00:02:25.120><c> the</c><00:02:25.360><c> concrete</c><00:02:26.160><c> is</c> the compressive force of the concrete is the compressive force of the concrete is a<00:02:27.040><c> function</c><00:02:27.920><c> of</c><00:02:28.239><c> the</c><00:02:28.640><c> design</c><00:02:29.200><c> stress</c> a function of the design stress a function of the design stress times<00:02:30.640><c> the</c><00:02:30.959><c> effective</c><00:02:31.680><c> area</c><00:02:32.400><c> of</c><00:02:32.720><c> the</c> times the effective area of the times the effective area of the concrete<00:02:34.080><c> that</c><00:02:34.480><c> undergo</c><00:02:35.360><c> compression</c> concrete that undergo compression concrete that undergo compression the<00:02:37.360><c> area</c><00:02:37.920><c> is</c><00:02:38.160><c> a</c><00:02:38.319><c> function</c><00:02:39.280><c> of</c><00:02:39.760><c> the</c> the area is a function of the the area is a function of the width<00:02:40.560><c> of</c><00:02:40.640><c> the</c><00:02:40.879><c> sections</c><00:02:41.680><c> times</c><00:02:42.160><c> the</c> width of the sections times the width of the sections times the effective<00:02:43.440><c> height</c> effective height effective height of<00:02:44.080><c> the</c><00:02:44.800><c> compressive</c><00:02:45.760><c> region</c> of the compressive region of the compressive region which<00:02:47.680><c> is</c><00:02:48.280><c> 0.8</c><00:02:49.360><c> times</c><00:02:50.000><c> the</c> which is 0.8 times the which is 0.8 times the x<00:02:51.280><c> balance</c><00:02:52.800><c> the</c><00:02:53.040><c> x</c><00:02:53.360><c> balance</c> x balance the x balance x balance the x balance as<00:02:54.319><c> defined</c><00:02:54.959><c> by</c><00:02:55.200><c> euro</c><00:02:55.680><c> code</c><00:02:56.000><c> is</c><00:02:56.760><c> 0.45</c><00:02:57.760><c> d</c> as defined by euro code is 0.45 d as defined by euro code is 0.45 d substitute<00:03:00.560><c> the</c><00:03:00.800><c> relevant</c><00:03:01.760><c> equations</c> substitute the relevant equations substitute the relevant equations into<00:03:03.920><c> the</c><00:03:04.159><c> equation</c><00:03:05.040><c> here</c> into the equation here into the equation here and<00:03:07.599><c> the</c><00:03:08.000><c> forces</c><00:03:08.560><c> generator</c><00:03:09.360><c> in</c><00:03:09.519><c> the</c><00:03:09.680><c> steel</c><00:03:10.239><c> is</c> and the forces generator in the steel is and the forces generator in the steel is determined<00:03:11.120><c> by</c> determined by determined by the<00:03:11.760><c> design</c><00:03:12.480><c> u</c><00:03:12.720><c> string</c><00:03:13.200><c> of</c><00:03:13.280><c> the</c><00:03:13.519><c> steel</c><00:03:14.319><c> which</c> the design u string of the steel which the design u string of the steel which taking<00:03:15.280><c> into</c><00:03:16.080><c> account</c><00:03:16.720><c> of</c><00:03:16.879><c> the</c><00:03:17.280><c> partial</c> taking into account of the partial taking into account of the partial factor<00:03:18.319><c> of</c><00:03:18.480><c> safety</c><00:03:19.040><c> of</c><00:03:19.200><c> the</c><00:03:19.360><c> steel</c> factor of safety of the steel factor of safety of the steel and<00:03:20.640><c> the</c><00:03:20.879><c> area</c><00:03:21.519><c> of</c><00:03:21.680><c> the</c><00:03:21.920><c> steel</c><00:03:22.319><c> bar</c> reorganize<00:03:26.319><c> these</c><00:03:26.640><c> equations</c><00:03:27.599><c> you</c><00:03:27.840><c> obtain</c> reorganize these equations you obtain reorganize these equations you obtain this equation equation equation this<00:03:32.480><c> set</c><00:03:32.799><c> the</c><00:03:32.959><c> limit</c><00:03:33.519><c> of</c><00:03:33.680><c> the</c><00:03:34.000><c> maximum</c><00:03:34.720><c> amount</c> this set the limit of the maximum amount this set the limit of the maximum amount of<00:03:35.519><c> reinforcement</c><00:03:36.319><c> bar</c> of reinforcement bar of reinforcement bar in<00:03:36.879><c> the</c><00:03:37.120><c> sections</c><00:03:38.239><c> so</c><00:03:38.560><c> that</c><00:03:38.959><c> the</c> in the sections so that the in the sections so that the reinforced<00:03:40.640><c> concrete</c><00:03:41.200><c> sections</c><00:03:41.840><c> will</c> reinforced concrete sections will reinforced concrete sections will undergo<00:03:42.879><c> ductile</c> undergo ductile undergo ductile response<00:03:45.680><c> next</c><00:03:46.080><c> we</c><00:03:46.400><c> determine</c><00:03:47.200><c> the</c> response next we determine the response next we determine the moment<00:03:48.959><c> under</c><00:03:49.519><c> the</c><00:03:49.920><c> balance</c><00:03:50.480><c> state</c> moment under the balance state moment under the balance state it<00:03:52.080><c> is</c><00:03:52.400><c> obtained</c><00:03:52.959><c> by</c><00:03:53.360><c> multiplying</c><00:03:54.400><c> the</c> it is obtained by multiplying the it is obtained by multiplying the forces<00:03:55.599><c> of</c><00:03:55.760><c> the</c><00:03:56.000><c> concrete</c><00:03:56.720><c> with</c><00:03:57.120><c> the</c><00:03:57.439><c> lever</c> forces of the concrete with the lever forces of the concrete with the lever arm arm arm under<00:03:58.720><c> the</c><00:03:59.040><c> balance</c><00:03:59.519><c> state</c><00:04:01.040><c> the</c><00:04:01.280><c> equations</c> under the balance state the equations under the balance state the equations for<00:04:02.640><c> the</c> for the for the compressive<00:04:03.840><c> force</c><00:04:04.239><c> of</c><00:04:04.319><c> the</c><00:04:04.560><c> concrete</c><00:04:05.280><c> is</c> compressive force of the concrete is compressive force of the concrete is given<00:04:06.159><c> here</c> given here given here and<00:04:08.400><c> the</c><00:04:08.799><c> lever</c><00:04:09.280><c> arm</c><00:04:09.680><c> under</c><00:04:10.080><c> the</c><00:04:10.319><c> balance</c> and the lever arm under the balance and the lever arm under the balance state<00:04:11.040><c> will</c><00:04:11.280><c> be</c><00:04:11.519><c> equals</c><00:04:12.080><c> to</c> state will be equals to state will be equals to 0.82<00:04:13.760><c> d</c><00:04:14.239><c> for</c><00:04:14.480><c> a</c><00:04:14.799><c> singly</c><00:04:15.360><c> reinforced</c><00:04:16.160><c> section</c> 0.82 d for a singly reinforced section 0.82 d for a singly reinforced section this<00:04:18.799><c> gives</c><00:04:19.120><c> us</c><00:04:19.519><c> the</c><00:04:19.919><c> moment</c><00:04:20.560><c> equation</c> this gives us the moment equation this gives us the moment equation here<00:04:22.479><c> which</c><00:04:23.040><c> if</c><00:04:23.759><c> we</c><00:04:24.000><c> arrange</c> here which if we arrange here which if we arrange into<00:04:25.360><c> the</c><00:04:26.320><c> factor</c><00:04:27.040><c> k</c> into the factor k into the factor k it<00:04:28.240><c> should</c><00:04:28.479><c> be</c><00:04:28.800><c> equals</c><00:04:29.360><c> to</c><00:04:30.360><c> 0.167</c> it should be equals to 0.167 it should be equals to 0.167 this<00:04:33.759><c> factor</c><00:04:34.320><c> k</c><00:04:34.880><c> equals</c><00:04:35.360><c> to</c><00:04:36.199><c> 0.167</c> this factor k equals to 0.167 this factor k equals to 0.167 sets<00:04:38.240><c> the</c><00:04:38.400><c> boundary</c><00:04:39.120><c> between</c><00:04:39.840><c> the</c><00:04:40.320><c> singly</c> sets the boundary between the singly sets the boundary between the singly reinforced<00:04:41.840><c> and</c><00:04:42.160><c> doubly</c><00:04:42.720><c> reinforced</c> reinforced and doubly reinforced reinforced and doubly reinforced sections sections sections when<00:04:45.759><c> the</c><00:04:46.000><c> care</c><00:04:46.560><c> is</c><00:04:46.960><c> equals</c><00:04:47.680><c> or</c><00:04:47.919><c> less</c><00:04:48.320><c> than</c> when the care is equals or less than when the care is equals or less than 0.167 0.167 0.167 singly<00:04:51.520><c> reinforced</c><00:04:52.479><c> sections</c><00:04:53.360><c> is</c> singly reinforced sections is singly reinforced sections is assumed<00:04:56.080><c> if</c><00:04:56.400><c> the</c><00:04:56.639><c> k</c> assumed if the k assumed if the k is<00:04:57.440><c> more</c><00:04:57.759><c> than</c><00:04:58.840><c> 0.167</c> is more than 0.167 is more than 0.167 doubly<00:05:00.960><c> reinforced</c><00:05:01.919><c> sections</c><00:05:02.800><c> will</c> doubly reinforced sections will doubly reinforced sections will be<00:05:03.919><c> required</c><00:05:06.080><c> all</c><00:05:06.400><c> this</c> be required all this be required all this is<00:05:08.080><c> determining</c><00:05:09.039><c> on</c><00:05:09.280><c> the</c><00:05:09.440><c> basis</c> is determining on the basis is determining on the basis of<00:05:10.639><c> the</c><00:05:11.120><c> x</c><00:05:11.440><c> balances</c><00:05:12.400><c> equals</c><00:05:12.880><c> to</c> of the x balances equals to of the x balances equals to 0.45<00:05:14.759><c> d</c>
46	GRm99ws4LvQ	4.6 Example 1: Singly reinforced concrete beam	https://www.youtube.com/watch?v=GRm99ws4LvQ	4.6_Example_1_-_Singly_reinforced_concrete_beam.en.vtt	let<00:00:00.320><c> us</c><00:00:00.560><c> try</c><00:00:00.960><c> an</c><00:00:01.199><c> example</c><00:00:02.000><c> to</c><00:00:02.639><c> determine</c> let us try an example to determine let us try an example to determine the<00:00:04.560><c> amount</c><00:00:05.120><c> of</c><00:00:05.279><c> reinforcement</c><00:00:06.160><c> bar</c> the amount of reinforcement bar the amount of reinforcement bar required<00:00:07.440><c> in</c><00:00:07.759><c> a</c><00:00:08.000><c> reinforced</c><00:00:08.800><c> concrete</c> required in a reinforced concrete required in a reinforced concrete section section section the<00:00:11.920><c> ultimate</c><00:00:12.559><c> design</c><00:00:13.120><c> moment</c><00:00:14.160><c> is</c><00:00:14.639><c> given</c> the ultimate design moment is given the ultimate design moment is given as<00:00:15.679><c> 180</c><00:00:16.560><c> kilo</c><00:00:16.880><c> newton</c><00:00:17.520><c> meter</c> as 180 kilo newton meter as 180 kilo newton meter the<00:00:19.600><c> strength</c><00:00:20.080><c> of</c><00:00:20.160><c> the</c><00:00:20.400><c> steel</c><00:00:20.880><c> bar</c><00:00:21.279><c> and</c><00:00:21.439><c> the</c> the strength of the steel bar and the the strength of the steel bar and the concrete concrete concrete are<00:00:22.880><c> given</c><00:00:23.439><c> as</c><00:00:23.840><c> 500</c><00:00:24.480><c> newton</c><00:00:24.960><c> per</c><00:00:25.199><c> mm</c><00:00:25.599><c> square</c> are given as 500 newton per mm square are given as 500 newton per mm square and<00:00:26.560><c> 25</c><00:00:27.279><c> newton</c><00:00:27.760><c> per</c><00:00:27.920><c> mm</c><00:00:28.400><c> square</c><00:00:29.039><c> respectively</c> and 25 newton per mm square respectively and 25 newton per mm square respectively the<00:00:31.439><c> depth</c><00:00:31.840><c> of</c><00:00:32.079><c> the</c><00:00:32.640><c> member</c><00:00:33.520><c> is</c><00:00:33.920><c> given</c> the depth of the member is given the depth of the member is given as<00:00:35.320><c> 440</c><00:00:36.480><c> mm</c> you<00:00:39.840><c> are</c><00:00:40.079><c> asked</c><00:00:40.399><c> to</c><00:00:40.800><c> calculate</c><00:00:41.520><c> the</c><00:00:41.920><c> amount</c><00:00:42.480><c> of</c> you are asked to calculate the amount of you are asked to calculate the amount of the<00:00:42.879><c> tension</c><00:00:43.280><c> reinforcement</c> the tension reinforcement the tension reinforcement bar<00:00:44.320><c> required</c><00:00:45.360><c> in</c><00:00:45.600><c> the</c><00:00:45.920><c> sections</c><00:00:46.640><c> to</c> bar required in the sections to bar required in the sections to withstand<00:00:47.600><c> the</c><00:00:47.840><c> root</c> withstand the root withstand the root you<00:00:50.000><c> may</c><00:00:50.239><c> pause</c><00:00:50.559><c> the</c><00:00:50.800><c> video</c><00:00:51.199><c> for</c><00:00:51.440><c> a</c><00:00:51.600><c> while</c><00:00:52.320><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:00:52.800><c> to</c><00:00:53.120><c> work</c><00:00:53.440><c> out</c><00:00:53.600><c> the</c><00:00:54.000><c> solution</c> you to work out the solution you to work out the solution to<00:00:55.920><c> solve</c><00:00:56.320><c> the</c><00:00:56.480><c> questions</c><00:00:57.440><c> you</c><00:00:57.680><c> need</c><00:00:58.160><c> three</c> to solve the questions you need three to solve the questions you need three equations equations equations the<00:01:01.520><c> k</c><00:01:02.399><c> the</c><00:01:02.640><c> z</c><00:01:03.520><c> and</c><00:01:03.840><c> the</c><00:01:04.159><c> s</c> substitute<00:01:07.439><c> the</c><00:01:07.760><c> relevant</c><00:01:08.479><c> value</c><00:01:09.040><c> into</c><00:01:09.600><c> the</c> substitute the relevant value into the substitute the relevant value into the equations<00:01:10.560><c> for</c><00:01:10.720><c> the</c><00:01:10.960><c> k</c> equations for the k equations for the k you<00:01:13.200><c> will</c><00:01:13.439><c> obtain</c><00:01:14.320><c> it</c><00:01:14.560><c> is</c><00:01:14.960><c> equals</c><00:01:15.439><c> to</c><00:01:16.600><c> 0.147</c> you will obtain it is equals to 0.147 you will obtain it is equals to 0.147 check<00:01:20.159><c> against</c><00:01:21.479><c> 0.167</c> check against 0.167 check against 0.167 to<00:01:23.200><c> determine</c><00:01:23.920><c> if</c><00:01:24.159><c> the</c><00:01:24.560><c> compressions</c><00:01:25.360><c> du</c><00:01:25.680><c> bar</c> to determine if the compressions du bar to determine if the compressions du bar is<00:01:26.400><c> required</c><00:01:28.320><c> the</c><00:01:28.560><c> value</c><00:01:29.119><c> is</c><00:01:29.360><c> less</c><00:01:29.759><c> than</c><00:01:30.600><c> 0.167</c> is required the value is less than 0.167 is required the value is less than 0.167 therefore<00:01:32.880><c> the</c><00:01:33.040><c> compression</c><00:01:33.680><c> steel</c><00:01:34.079><c> bar</c><00:01:34.560><c> is</c> therefore the compression steel bar is therefore the compression steel bar is not<00:01:34.960><c> required</c> not required not required next<00:01:37.360><c> substitute</c><00:01:38.079><c> the</c><00:01:38.320><c> value</c><00:01:38.799><c> k</c><00:01:39.280><c> into</c><00:01:39.759><c> the</c> next substitute the value k into the next substitute the value k into the equations<00:01:41.040><c> for</c><00:01:41.439><c> the</c><00:01:41.680><c> lever</c><00:01:42.159><c> arm</c> equations for the lever arm equations for the lever arm you<00:01:43.759><c> obtain</c><00:01:44.240><c> the</c><00:01:44.640><c> lever</c><00:01:45.119><c> arm</c><00:01:45.439><c> is</c><00:01:45.840><c> equals</c><00:01:46.399><c> to</c> you obtain the lever arm is equals to you obtain the lever arm is equals to 373<00:01:48.079><c> mm</c> 373 mm 373 mm the<00:01:50.240><c> value</c><00:01:51.320><c> 373</c><00:01:52.399><c> mm</c> the value 373 mm the value 373 mm is<00:01:53.439><c> actually</c><00:01:54.079><c> equivalent</c><00:01:54.880><c> to</c><00:01:55.360><c> about</c><00:01:56.200><c> 0.85</c> is actually equivalent to about 0.85 is actually equivalent to about 0.85 times<00:01:58.000><c> d</c><00:02:00.320><c> it</c> times d it times d it is<00:02:01.040><c> less</c><00:02:01.439><c> than</c><00:02:01.759><c> the</c><00:02:02.079><c> limit</c><00:02:02.640><c> of</c><00:02:03.159><c> 0.95</c><00:02:04.240><c> times</c> is less than the limit of 0.95 times is less than the limit of 0.95 times therefore<00:02:06.799><c> you</c><00:02:07.040><c> may</c><00:02:07.280><c> use</c><00:02:07.680><c> the</c><00:02:08.080><c> value</c><00:02:09.399><c> 373mn</c> therefore you may use the value 373mn therefore you may use the value 373mn directly directly directly next<00:02:12.959><c> you</c><00:02:13.200><c> calculate</c><00:02:13.920><c> the</c><00:02:14.160><c> reinforcement</c> next you calculate the reinforcement next you calculate the reinforcement area<00:02:15.520><c> required</c><00:02:16.319><c> within</c><00:02:16.720><c> the</c> area required within the area required within the section<00:02:18.879><c> substitute</c><00:02:19.680><c> the</c><00:02:20.000><c> relevant</c><00:02:20.720><c> value</c> section substitute the relevant value section substitute the relevant value into<00:02:21.680><c> the</c><00:02:21.920><c> equations</c> into the equations into the equations you<00:02:23.440><c> obtain</c><00:02:24.160><c> 1</c><00:02:24.480><c> 1</c><00:02:24.879><c> 4</c><00:02:25.200><c> 0</c><00:02:25.680><c> and</c><00:02:25.760><c> then</c><00:02:26.000><c> square</c> you obtain 1 1 4 0 and then square you obtain 1 1 4 0 and then square of<00:02:26.879><c> reinforcement</c><00:02:27.599><c> bar</c><00:02:29.280><c> the</c><00:02:29.599><c> provided</c><00:02:30.400><c> areas</c> of reinforcement bar the provided areas of reinforcement bar the provided areas of<00:02:31.040><c> the</c><00:02:31.200><c> reinforcement</c><00:02:32.000><c> bar</c> of the reinforcement bar of the reinforcement bar has<00:02:32.640><c> to</c><00:02:32.879><c> be</c><00:02:33.200><c> greater</c><00:02:33.920><c> than</c><00:02:34.319><c> this</c><00:02:34.840><c> value</c>
47	hsI-ZnHtOvQ	4.7 Example 2: Singly reinforced concrete beam	https://www.youtube.com/watch?v=hsI-ZnHtOvQ	4.7_Example_2_-_Singly_reinforced_concrete_beam.en.vtt	let's<00:00:00.320><c> try</c><00:00:00.719><c> another</c><00:00:01.280><c> example</c><00:00:02.159><c> on</c><00:00:02.560><c> the</c><00:00:02.960><c> singly</c> let's try another example on the singly let's try another example on the singly reinforced<00:00:04.400><c> section</c> reinforced section reinforced section this<00:00:06.720><c> time</c><00:00:07.279><c> you</c><00:00:07.520><c> are</c><00:00:07.759><c> asked</c><00:00:08.080><c> to</c><00:00:08.559><c> determine</c><00:00:09.280><c> the</c> this time you are asked to determine the this time you are asked to determine the ultimate<00:00:10.320><c> moment</c><00:00:10.719><c> resistance</c><00:00:11.440><c> of</c><00:00:11.679><c> a</c><00:00:11.759><c> cross</c> ultimate moment resistance of a cross ultimate moment resistance of a cross sections given<00:00:15.599><c> the</c><00:00:15.839><c> area</c><00:00:16.480><c> of</c><00:00:16.640><c> reinforcement</c><00:00:17.440><c> bar</c><00:00:17.920><c> is</c> given the area of reinforcement bar is given the area of reinforcement bar is 1470<00:00:20.080><c> mm</c><00:00:20.480><c> square</c> the<00:00:23.680><c> characteristic</c><00:00:24.640><c> strength</c><00:00:25.039><c> of</c><00:00:25.199><c> the</c><00:00:25.359><c> steel</c> the characteristic strength of the steel the characteristic strength of the steel is is is 500<00:00:27.039><c> newton</c><00:00:27.439><c> per</c><00:00:27.680><c> mm</c><00:00:28.080><c> square</c><00:00:28.960><c> and</c> 500 newton per mm square and 500 newton per mm square and also<00:00:30.000><c> the</c><00:00:30.480><c> characteristic</c><00:00:31.439><c> strength</c><00:00:31.920><c> of</c><00:00:32.079><c> the</c> also the characteristic strength of the also the characteristic strength of the concrete concrete concrete is<00:00:33.280><c> 25</c><00:00:34.160><c> newton</c><00:00:34.719><c> per</c><00:00:35.040><c> mm</c><00:00:35.440><c> square</c> is 25 newton per mm square is 25 newton per mm square the<00:00:38.079><c> sections</c><00:00:38.640><c> have</c><00:00:38.879><c> a</c><00:00:39.040><c> width</c><00:00:39.440><c> of</c><00:00:39.760><c> 300</c><00:00:40.399><c> mm</c> the sections have a width of 300 mm the sections have a width of 300 mm and<00:00:41.840><c> the</c><00:00:42.079><c> depth</c><00:00:42.559><c> of</c><00:00:43.040><c> 5</c><00:00:43.440><c> 20</c><00:00:43.920><c> mm</c> you<00:00:46.719><c> may</c><00:00:47.120><c> pause</c><00:00:47.440><c> the</c><00:00:47.680><c> video</c><00:00:48.079><c> for</c><00:00:48.320><c> a</c><00:00:48.480><c> while</c><00:00:49.120><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:00:49.680><c> to</c><00:00:50.079><c> work</c><00:00:50.399><c> out</c><00:00:50.559><c> the</c><00:00:50.960><c> solution</c> you to work out the solution you to work out the solution to<00:00:53.199><c> solve</c><00:00:53.600><c> these</c><00:00:53.920><c> questions</c><00:00:55.120><c> first</c><00:00:55.600><c> you</c><00:00:55.760><c> need</c> to solve these questions first you need to solve these questions first you need to to to construct<00:00:57.120><c> the</c><00:00:57.600><c> stress</c><00:00:58.079><c> plot</c><00:00:58.399><c> diagram</c> construct the stress plot diagram construct the stress plot diagram assuming<00:01:01.359><c> the</c><00:01:01.760><c> neutral</c><00:01:02.320><c> axis</c><00:01:02.879><c> fall</c><00:01:03.280><c> within</c> assuming the neutral axis fall within assuming the neutral axis fall within the<00:01:04.159><c> cross</c><00:01:04.559><c> sections</c> the cross sections the cross sections at<00:01:06.159><c> somewhere</c><00:01:07.280><c> x</c><00:01:07.840><c> from</c><00:01:08.080><c> the</c><00:01:08.320><c> height</c> at somewhere x from the height at somewhere x from the height of<00:01:08.960><c> the</c><00:01:09.840><c> beam</c><00:01:11.200><c> for</c><00:01:11.360><c> the</c><00:01:11.600><c> time</c><00:01:11.920><c> being</c> of the beam for the time being of the beam for the time being we<00:01:12.720><c> still</c><00:01:13.119><c> do</c><00:01:13.360><c> not</c><00:01:13.600><c> know</c><00:01:14.080><c> the</c><00:01:15.119><c> value</c><00:01:15.600><c> of</c><00:01:15.759><c> the</c><00:01:16.000><c> x</c> we still do not know the value of the x we still do not know the value of the x here<00:01:18.240><c> in</c><00:01:18.400><c> the</c><00:01:18.640><c> stress</c><00:01:19.119><c> block</c><00:01:19.520><c> here</c> here in the stress block here here in the stress block here there<00:01:20.799><c> will</c><00:01:21.040><c> be</c><00:01:21.680><c> compressive</c><00:01:22.400><c> stress</c><00:01:23.200><c> due</c><00:01:23.520><c> to</c> there will be compressive stress due to there will be compressive stress due to the<00:01:23.920><c> concrete</c> the concrete the concrete and<00:01:25.200><c> tensile</c><00:01:25.840><c> force</c><00:01:26.320><c> due</c><00:01:26.560><c> to</c><00:01:26.720><c> the</c><00:01:26.880><c> steel</c> and tensile force due to the steel and tensile force due to the steel the<00:01:28.799><c> compressive</c><00:01:29.680><c> stress</c><00:01:30.159><c> here</c><00:01:30.640><c> can</c><00:01:30.880><c> be</c> the compressive stress here can be the compressive stress here can be converted<00:01:31.920><c> into</c> converted into converted into a<00:01:33.119><c> compressive</c><00:01:33.920><c> force</c><00:01:34.320><c> of</c><00:01:34.479><c> the</c><00:01:34.640><c> concrete</c> a compressive force of the concrete a compressive force of the concrete the<00:01:36.560><c> positions</c><00:01:37.360><c> of</c><00:01:37.600><c> the</c><00:01:37.920><c> compressive</c><00:01:38.720><c> force</c> the positions of the compressive force the positions of the compressive force it<00:01:39.360><c> will</c><00:01:39.600><c> be</c><00:01:39.920><c> at</c><00:01:40.159><c> the</c><00:01:40.320><c> centroid</c><00:01:40.960><c> of</c><00:01:41.119><c> the</c><00:01:41.360><c> stress</c> it will be at the centroid of the stress it will be at the centroid of the stress plot plot plot which<00:01:42.720><c> is</c><00:01:43.200><c> at</c><00:01:43.439><c> the</c><00:01:43.600><c> positions</c><00:01:44.399><c> of</c><00:01:44.799><c> x</c><00:01:45.119><c> divided</c> which is at the positions of x divided which is at the positions of x divided by by by 2<00:01:46.880><c> from</c><00:01:47.119><c> the</c><00:01:47.360><c> top</c><00:01:47.680><c> of</c><00:01:47.840><c> the</c><00:01:48.560><c> section</c> 2 from the top of the section 2 from the top of the section the<00:01:51.040><c> maximum</c><00:01:51.759><c> compressive</c><00:01:52.399><c> stress</c><00:01:53.040><c> of</c><00:01:53.200><c> the</c> the maximum compressive stress of the the maximum compressive stress of the stress<00:01:54.079><c> plot</c><00:01:54.799><c> is</c><00:01:55.040><c> determined</c><00:01:55.759><c> by</c><00:01:56.240><c> the</c><00:01:56.719><c> design</c> stress plot is determined by the design stress plot is determined by the design compressive<00:01:58.000><c> strength</c><00:01:58.479><c> of</c><00:01:58.640><c> the</c><00:01:58.799><c> concrete</c> compressive strength of the concrete compressive strength of the concrete it<00:02:00.799><c> is</c><00:02:01.200><c> equals</c><00:02:01.759><c> to</c><00:02:02.920><c> 0.567</c> it is equals to 0.567 it is equals to 0.567 fck<00:02:05.840><c> the</c><00:02:06.079><c> height</c><00:02:06.399><c> of</c><00:02:06.560><c> the</c><00:02:06.719><c> stress</c><00:02:07.119><c> plot</c><00:02:07.520><c> is</c> fck the height of the stress plot is fck the height of the stress plot is equals<00:02:08.319><c> to</c> equals to equals to 0.8<00:02:09.840><c> times</c><00:02:10.319><c> the</c><00:02:10.720><c> height</c><00:02:11.039><c> of</c><00:02:11.200><c> the</c><00:02:11.520><c> neutral</c><00:02:12.080><c> axis</c> 0.8 times the height of the neutral axis 0.8 times the height of the neutral axis there<00:02:14.319><c> will</c><00:02:14.480><c> be</c><00:02:14.879><c> a</c><00:02:15.120><c> lever</c><00:02:15.599><c> arm</c><00:02:16.080><c> z</c><00:02:16.720><c> in</c><00:02:16.879><c> between</c> there will be a lever arm z in between there will be a lever arm z in between the the the distance<00:02:18.720><c> of</c><00:02:19.200><c> fcc</c><00:02:20.160><c> and</c><00:02:20.840><c> st</c> distance of fcc and st distance of fcc and st once<00:02:23.040><c> you</c><00:02:23.280><c> have</c><00:02:23.680><c> completed</c><00:02:24.400><c> the</c><00:02:24.720><c> stress</c><00:02:25.040><c> plot</c> once you have completed the stress plot once you have completed the stress plot diagram diagram diagram you<00:02:27.440><c> will</c><00:02:27.760><c> need</c><00:02:28.000><c> to</c><00:02:28.319><c> solve</c><00:02:28.879><c> these</c><00:02:29.280><c> questions</c> you will need to solve these questions you will need to solve these questions based<00:02:30.800><c> on</c><00:02:31.200><c> the</c><00:02:31.920><c> principles</c><00:02:32.879><c> of</c><00:02:33.200><c> static</c> based on the principles of static based on the principles of static equilibrium equilibrium equilibrium taking<00:02:36.640><c> the</c><00:02:37.040><c> fs</c><00:02:38.080><c> equals</c><00:02:38.640><c> to</c><00:02:38.959><c> 0</c> taking the fs equals to 0 taking the fs equals to 0 you<00:02:40.160><c> will</c><00:02:40.480><c> obtain</c><00:02:40.959><c> the</c><00:02:41.440><c> compressive</c><00:02:42.400><c> force</c><00:02:42.800><c> of</c> you will obtain the compressive force of you will obtain the compressive force of the<00:02:43.120><c> concrete</c> the concrete the concrete equals<00:02:44.480><c> to</c><00:02:44.959><c> the</c><00:02:45.440><c> tensile</c><00:02:46.160><c> force</c> equals to the tensile force equals to the tensile force in<00:02:47.120><c> the</c><00:02:47.280><c> steel</c><00:02:48.800><c> the</c><00:02:49.040><c> equations</c><00:02:50.000><c> for</c><00:02:50.239><c> the</c> in the steel the equations for the in the steel the equations for the compressive<00:02:51.440><c> force</c><00:02:51.840><c> in</c><00:02:52.000><c> the</c><00:02:52.239><c> concrete</c><00:02:53.040><c> and</c> compressive force in the concrete and compressive force in the concrete and the<00:02:53.680><c> steels</c> the steels the steels are<00:02:54.879><c> given</c><00:02:55.280><c> here</c><00:02:56.720><c> substitute</c><00:02:57.519><c> the</c> are given here substitute the are given here substitute the relevant<00:02:58.560><c> value</c><00:02:59.200><c> into</c><00:02:59.840><c> the</c><00:03:00.480><c> equations</c> relevant value into the equations relevant value into the equations for<00:03:02.159><c> you</c><00:03:02.480><c> to</c><00:03:03.120><c> obtain</c><00:03:03.680><c> the</c><00:03:04.159><c> value</c><00:03:04.800><c> x</c> for you to obtain the value x for you to obtain the value x the<00:03:06.959><c> s</c><00:03:07.360><c> is</c><00:03:07.760><c> required</c><00:03:08.560><c> for</c><00:03:08.800><c> you</c><00:03:09.200><c> to</c> the s is required for you to the s is required for you to calculate<00:03:10.640><c> the</c><00:03:11.200><c> lever</c><00:03:11.680><c> arm</c><00:03:12.239><c> of</c><00:03:12.480><c> the</c> calculate the lever arm of the calculate the lever arm of the section<00:03:15.599><c> with</c><00:03:15.840><c> the</c><00:03:16.080><c> lever</c> section with the lever section with the lever arm<00:03:16.800><c> or</c><00:03:17.040><c> 10</c><00:03:18.000><c> multiplied</c><00:03:18.959><c> with</c><00:03:19.360><c> the</c> arm or 10 multiplied with the arm or 10 multiplied with the u<00:03:20.959><c> strain</c><00:03:21.599><c> of</c><00:03:21.760><c> the</c><00:03:22.400><c> steel</c><00:03:23.280><c> you</c><00:03:23.519><c> will</c><00:03:23.680><c> be</c><00:03:23.920><c> able</c> u strain of the steel you will be able u strain of the steel you will be able to<00:03:24.640><c> obtain</c> to obtain to obtain the<00:03:25.680><c> moment</c><00:03:26.319><c> that</c><00:03:26.640><c> can</c><00:03:26.879><c> be</c><00:03:27.280><c> taken</c><00:03:27.840><c> by</c><00:03:28.159><c> the</c> the moment that can be taken by the the moment that can be taken by the cross<00:03:28.879><c> section</c><00:03:31.040><c> the</c><00:03:31.280><c> calculation</c> cross section the calculation cross section the calculation step<00:03:32.720><c> here</c><00:03:33.519><c> is</c><00:03:34.000><c> based</c><00:03:34.560><c> on</c><00:03:34.959><c> the</c> step here is based on the step here is based on the steps<00:03:36.560><c> that</c><00:03:37.599><c> mentioned</c><00:03:38.480><c> just</c><00:03:38.799><c> now</c> steps that mentioned just now steps that mentioned just now from<00:03:40.959><c> the</c><00:03:41.200><c> equations</c><00:03:42.000><c> of</c><00:03:42.239><c> static</c><00:03:42.799><c> equilibrium</c> from the equations of static equilibrium from the equations of static equilibrium you<00:03:44.400><c> obtain</c><00:03:45.040><c> s</c><00:03:45.440><c> equals</c><00:03:46.000><c> to</c><00:03:46.480><c> 150</c> you obtain s equals to 150 you obtain s equals to 150 mm<00:03:49.120><c> you</c><00:03:49.280><c> need</c><00:03:49.519><c> to</c><00:03:49.760><c> check</c><00:03:50.080><c> the</c><00:03:50.239><c> positions</c><00:03:51.040><c> of</c> mm you need to check the positions of mm you need to check the positions of the<00:03:51.360><c> neutral</c><00:03:51.920><c> axis</c> the neutral axis the neutral axis to<00:03:53.120><c> be</c><00:03:53.519><c> less</c><00:03:53.840><c> than</c><00:03:55.239><c> 0.617</c><00:03:56.319><c> d</c> to be less than 0.617 d to be less than 0.617 d it<00:03:57.840><c> is</c><00:03:58.159><c> to</c><00:03:58.400><c> ensure</c><00:03:58.959><c> that</c><00:03:59.360><c> the</c><00:03:59.599><c> steel</c><00:04:00.239><c> yield</c> it is to ensure that the steel yield it is to ensure that the steel yield at<00:04:00.879><c> the</c><00:04:01.200><c> ultimate</c><00:04:01.760><c> state</c><00:04:02.720><c> and</c><00:04:03.120><c> the</c><00:04:03.360><c> member</c> at the ultimate state and the member at the ultimate state and the member is<00:04:04.480><c> to</c><00:04:04.959><c> be</c><00:04:05.439><c> fair</c><00:04:05.920><c> in</c><00:04:06.159><c> the</c><00:04:06.640><c> ductile</c><00:04:07.280><c> manner</c> is to be fair in the ductile manner is to be fair in the ductile manner from<00:04:09.280><c> the</c><00:04:09.599><c> s</c><00:04:09.840><c> value</c><00:04:10.319><c> or</c><00:04:10.480><c> tank</c><00:04:11.200><c> you</c><00:04:11.360><c> will</c><00:04:11.519><c> be</c> from the s value or tank you will be from the s value or tank you will be able<00:04:12.159><c> to</c> able to able to determine<00:04:13.360><c> the</c><00:04:13.599><c> level</c><00:04:14.080><c> arm</c><00:04:14.720><c> of</c><00:04:14.879><c> the</c><00:04:15.280><c> section</c> determine the level arm of the section determine the level arm of the section based<00:04:17.840><c> on</c><00:04:18.000><c> the</c><00:04:18.239><c> u</c><00:04:18.560><c> strength</c><00:04:19.280><c> of</c><00:04:19.519><c> the</c><00:04:19.759><c> steel</c><00:04:20.239><c> bar</c> based on the u strength of the steel bar based on the u strength of the steel bar which<00:04:21.359><c> is</c><00:04:21.680><c> in</c><00:04:21.840><c> the</c><00:04:22.079><c> functions</c><00:04:22.880><c> of</c><00:04:23.199><c> the</c><00:04:24.000><c> fyk</c> which is in the functions of the fyk which is in the functions of the fyk divided<00:04:25.759><c> by</c><00:04:26.080><c> the</c><00:04:26.320><c> partial</c><00:04:26.800><c> factor</c><00:04:27.280><c> of</c><00:04:27.440><c> safety</c> divided by the partial factor of safety divided by the partial factor of safety multiply<00:04:29.120><c> the</c><00:04:29.360><c> area</c><00:04:30.160><c> of</c><00:04:30.400><c> the</c><00:04:30.560><c> steel</c><00:04:30.960><c> bar</c> the<00:04:34.880><c> forces</c><00:04:35.520><c> in</c><00:04:35.680><c> the</c><00:04:35.840><c> steel</c><00:04:36.160><c> bar</c><00:04:36.639><c> is</c><00:04:36.960><c> to</c><00:04:37.120><c> be</c> the forces in the steel bar is to be the forces in the steel bar is to be multiplied<00:04:38.240><c> with</c><00:04:38.400><c> the</c><00:04:38.560><c> lever</c><00:04:39.040><c> arm</c> multiplied with the lever arm multiplied with the lever arm you<00:04:39.680><c> obtain</c><00:04:40.320><c> 2</c><00:04:40.720><c> at</c><00:04:40.960><c> 4</c><00:04:41.199><c> kilo</c><00:04:41.600><c> newton</c><00:04:42.080><c> meter</c> you obtain 2 at 4 kilo newton meter you obtain 2 at 4 kilo newton meter with<00:04:44.240><c> that</c><00:04:44.960><c> this</c><00:04:45.440><c> sections</c><00:04:46.560><c> is</c> with that this sections is with that this sections is able<00:04:47.440><c> to</c><00:04:47.919><c> withstand</c><00:04:48.720><c> a</c><00:04:48.880><c> load</c><00:04:49.280><c> of</c><00:04:49.680><c> maximum</c> able to withstand a load of maximum able to withstand a load of maximum two<00:04:50.880><c> at</c><00:04:51.120><c> four</c><00:04:51.360><c> kilo</c><00:04:51.759><c> newton</c><00:04:52.240><c> meter</c><00:04:52.960><c> moment</c> two at four kilo newton meter moment two at four kilo newton meter moment and<00:04:54.720><c> we</c><00:04:54.960><c> know</c><00:04:55.280><c> that</c><00:04:55.919><c> the</c><00:04:56.160><c> section</c><00:04:56.639><c> is</c><00:04:56.800><c> going</c><00:04:57.120><c> to</c> and we know that the section is going to and we know that the section is going to fail fail fail in<00:04:58.000><c> the</c><00:04:58.240><c> data</c><00:04:58.720><c> manner</c><00:04:59.600><c> instead</c><00:05:00.320><c> of</c> in the data manner instead of in the data manner instead of brittle<00:05:01.639><c> manner</c>
48	3ylcCnLthzA	4.8 Doubly reinforced section	https://www.youtube.com/watch?v=3ylcCnLthzA	4.8_Doubly_reinforced_section.en.vtt	next<00:00:00.399><c> we</c><00:00:00.640><c> discuss</c><00:00:01.280><c> about</c><00:00:01.920><c> doubly</c><00:00:02.560><c> reinforced</c> next we discuss about doubly reinforced next we discuss about doubly reinforced sections sections sections at<00:00:04.240><c> the</c><00:00:04.560><c> ultimate</c><00:00:05.120><c> limit</c><00:00:05.520><c> state</c> at the ultimate limit state at the ultimate limit state in<00:00:07.600><c> one</c><00:00:07.919><c> of</c><00:00:08.080><c> the</c><00:00:08.320><c> previous</c><00:00:08.800><c> video</c><00:00:09.599><c> we</c><00:00:09.920><c> have</c> in one of the previous video we have in one of the previous video we have discussed<00:00:10.880><c> about</c><00:00:11.360><c> the</c> discussed about the discussed about the k<00:00:12.160><c> value</c><00:00:12.799><c> equals</c><00:00:13.280><c> to</c><00:00:14.920><c> 0.167</c> k value equals to 0.167 k value equals to 0.167 the<00:00:17.199><c> value</c><00:00:17.760><c> sets</c><00:00:18.240><c> a</c><00:00:18.400><c> boundary</c><00:00:19.199><c> for</c><00:00:19.600><c> a</c> the value sets a boundary for a the value sets a boundary for a singly<00:00:20.640><c> reinforced</c><00:00:21.520><c> or</c><00:00:21.840><c> a</c><00:00:22.000><c> doubly</c><00:00:22.560><c> reinforced</c> singly reinforced or a doubly reinforced singly reinforced or a doubly reinforced section section section for<00:00:25.439><c> a</c><00:00:25.760><c> singly</c><00:00:26.320><c> reinforced</c><00:00:27.039><c> sections</c> for a singly reinforced sections for a singly reinforced sections the<00:00:28.400><c> value</c><00:00:28.880><c> k</c><00:00:29.359><c> will</c><00:00:29.599><c> be</c><00:00:30.080><c> less</c><00:00:30.480><c> than</c><00:00:30.960><c> or</c><00:00:31.279><c> equal</c> the value k will be less than or equal the value k will be less than or equal to to to 0.167<00:00:34.960><c> for</c> 0.167 for 0.167 for a<00:00:35.680><c> doubly</c><00:00:36.239><c> reinforced</c><00:00:37.440><c> sections</c> a doubly reinforced sections a doubly reinforced sections the<00:00:38.719><c> k</c><00:00:39.120><c> value</c><00:00:39.600><c> will</c><00:00:39.840><c> be</c><00:00:40.160><c> more</c><00:00:40.559><c> than</c><00:00:42.840><c> 0.167</c><00:00:43.920><c> we</c> the k value will be more than 0.167 we the k value will be more than 0.167 we also<00:00:44.559><c> mentioned</c><00:00:45.120><c> that</c> also mentioned that also mentioned that the<00:00:46.079><c> singly</c><00:00:46.640><c> reinforced</c><00:00:47.680><c> sections</c><00:00:48.480><c> will</c><00:00:48.719><c> only</c> the singly reinforced sections will only the singly reinforced sections will only require<00:00:50.399><c> the</c><00:00:50.800><c> tension</c><00:00:51.360><c> reinforcement</c><00:00:52.160><c> bar</c> require the tension reinforcement bar require the tension reinforcement bar the<00:00:53.680><c> compression</c><00:00:54.399><c> reinforcement</c><00:00:55.199><c> bar</c><00:00:55.840><c> is</c> the compression reinforcement bar is the compression reinforcement bar is not<00:00:57.039><c> required</c><00:00:58.960><c> however</c> not required however not required however for<00:01:00.160><c> a</c><00:01:00.320><c> doubly</c><00:01:00.879><c> reinforced</c><00:01:01.520><c> sections</c><00:01:02.640><c> the</c> for a doubly reinforced sections the for a doubly reinforced sections the compression<00:01:03.680><c> reinforcement</c><00:01:04.479><c> bar</c> compression reinforcement bar compression reinforcement bar is<00:01:05.280><c> required</c><00:01:07.680><c> the</c><00:01:07.920><c> area</c> is required the area is required the area of<00:01:08.799><c> the</c><00:01:09.280><c> compressive</c><00:01:10.159><c> reinforcement</c><00:01:11.040><c> bar</c><00:01:11.520><c> is</c> of the compressive reinforcement bar is of the compressive reinforcement bar is represented<00:01:12.720><c> by</c><00:01:13.040><c> the</c><00:01:13.200><c> symbol</c> represented by the symbol represented by the symbol a<00:01:14.479><c> prime</c><00:01:14.960><c> s</c> because<00:01:17.920><c> of</c><00:01:18.240><c> the</c><00:01:19.040><c> compressive</c><00:01:19.759><c> reinforcement</c> because of the compressive reinforcement because of the compressive reinforcement bar bar bar the<00:01:21.840><c> stress</c><00:01:22.320><c> plot</c><00:01:22.720><c> diagram</c><00:01:23.439><c> and</c><00:01:23.520><c> the</c><00:01:23.680><c> strain</c> the stress plot diagram and the strain the stress plot diagram and the strain diagram<00:01:24.799><c> will</c><00:01:25.119><c> vary</c><00:01:25.520><c> slightly</c> diagram will vary slightly diagram will vary slightly from<00:01:26.479><c> the</c><00:01:26.880><c> singly</c><00:01:27.360><c> reinforced</c><00:01:28.080><c> section</c> from the singly reinforced section from the singly reinforced section the<00:01:30.000><c> centroid</c><00:01:30.799><c> of</c><00:01:31.040><c> the</c><00:01:31.920><c> area</c><00:01:32.479><c> of</c><00:01:32.720><c> the</c> the centroid of the area of the the centroid of the area of the compressive<00:01:33.759><c> steel</c><00:01:34.159><c> bar</c> compressive steel bar compressive steel bar is<00:01:35.200><c> determined</c><00:01:36.000><c> by</c><00:01:36.400><c> the</c><00:01:36.960><c> d</c><00:01:37.360><c> prime</c> is determined by the d prime is determined by the d prime as<00:01:38.400><c> measured</c><00:01:38.960><c> from</c><00:01:39.200><c> the</c><00:01:39.360><c> top</c><00:01:39.680><c> of</c><00:01:39.840><c> the</c><00:01:40.159><c> section</c> as measured from the top of the section as measured from the top of the section the<00:01:42.479><c> strand</c><00:01:43.040><c> diagram</c><00:01:43.600><c> will</c><00:01:43.840><c> be</c><00:01:44.159><c> identical</c><00:01:45.119><c> to</c> the strand diagram will be identical to the strand diagram will be identical to a<00:01:45.680><c> singly</c><00:01:46.240><c> reinforced</c><00:01:46.880><c> section</c><00:01:47.759><c> except</c><00:01:48.399><c> you</c> a singly reinforced section except you a singly reinforced section except you will<00:01:48.960><c> have</c><00:01:49.360><c> reinforcement</c><00:01:50.240><c> bar</c> will have reinforcement bar will have reinforcement bar here<00:01:51.439><c> and</c><00:01:51.759><c> the</c><00:01:52.000><c> respective</c><00:01:52.799><c> string</c><00:01:53.360><c> is</c> here and the respective string is here and the respective string is represented<00:01:54.479><c> by</c> represented by represented by s<00:01:55.280><c> long</c><00:01:55.680><c> sc</c><00:01:56.960><c> as</c><00:01:57.439><c> determine</c> s long sc as determine s long sc as determine true<00:01:59.000><c> interpolations</c><00:02:00.399><c> of</c><00:02:00.560><c> the</c><00:02:00.799><c> linear</c> true interpolations of the linear true interpolations of the linear relationship relationship relationship between<00:02:03.280><c> the</c><00:02:04.000><c> limits</c><00:02:04.880><c> of</c><00:02:05.119><c> the</c><00:02:05.520><c> compressive</c> between the limits of the compressive between the limits of the compressive and<00:02:08.479><c> tension</c><00:02:09.200><c> strength</c> and tension strength and tension strength of<00:02:10.000><c> the</c><00:02:10.239><c> concrete</c><00:02:10.959><c> and</c><00:02:11.120><c> the</c><00:02:11.280><c> steel</c> of the concrete and the steel of the concrete and the steel respectively respectively respectively the<00:02:13.680><c> stress</c><00:02:14.160><c> plot</c><00:02:14.400><c> diagram</c><00:02:15.120><c> is</c><00:02:15.440><c> also</c><00:02:16.000><c> similar</c> the stress plot diagram is also similar the stress plot diagram is also similar to to to the<00:02:18.959><c> singly</c><00:02:19.840><c> reinforced</c><00:02:20.840><c> section</c> the singly reinforced section the singly reinforced section except<00:02:22.959><c> that</c><00:02:23.440><c> there</c><00:02:23.920><c> is</c><00:02:24.319><c> an</c><00:02:24.720><c> additional</c> except that there is an additional except that there is an additional compressive<00:02:26.800><c> strength</c><00:02:27.520><c> of</c><00:02:27.760><c> the</c><00:02:28.080><c> reinforced</c> compressive strength of the reinforced compressive strength of the reinforced concrete concrete concrete embedded<00:02:30.480><c> in</c><00:02:30.800><c> the</c><00:02:31.200><c> compressive</c><00:02:31.920><c> region</c> embedded in the compressive region embedded in the compressive region to<00:02:33.840><c> ensure</c><00:02:34.560><c> the</c><00:02:35.040><c> tension</c><00:02:35.519><c> still</c><00:02:36.080><c> bar</c><00:02:36.560><c> to</c><00:02:36.800><c> u</c> to ensure the tension still bar to u to ensure the tension still bar to u at<00:02:37.440><c> the</c><00:02:37.680><c> ultimate</c><00:02:38.239><c> limit</c><00:02:38.640><c> state</c><00:02:39.519><c> the</c><00:02:39.840><c> x</c><00:02:40.239><c> is</c> at the ultimate limit state the x is at the ultimate limit state the x is limited<00:02:41.280><c> to</c><00:02:41.519><c> be</c><00:02:42.200><c> 0.45</c><00:02:43.360><c> times</c><00:02:43.680><c> the</c><00:02:43.920><c> depth</c><00:02:44.319><c> of</c> limited to be 0.45 times the depth of limited to be 0.45 times the depth of the the the section<00:02:47.280><c> the</c><00:02:47.519><c> height</c><00:02:47.920><c> of</c><00:02:48.000><c> the</c><00:02:48.160><c> stress</c><00:02:48.560><c> plot</c> section the height of the stress plot section the height of the stress plot is<00:02:49.440><c> defined</c><00:02:50.080><c> by</c><00:02:50.480><c> 0.8</c><00:02:51.519><c> times</c><00:02:52.000><c> the</c> is defined by 0.8 times the is defined by 0.8 times the height<00:02:53.120><c> of</c><00:02:53.280><c> the</c><00:02:53.519><c> neutral</c><00:02:54.160><c> axis</c> height of the neutral axis height of the neutral axis the<00:02:56.959><c> maximum</c><00:02:57.680><c> compressive</c><00:02:58.400><c> stress</c><00:02:58.879><c> of</c><00:02:59.040><c> the</c> the maximum compressive stress of the the maximum compressive stress of the concrete concrete concrete is<00:03:00.480><c> determined</c><00:03:01.280><c> by</c><00:03:01.599><c> the</c><00:03:02.000><c> design</c><00:03:02.640><c> strength</c><00:03:03.120><c> of</c> is determined by the design strength of is determined by the design strength of the<00:03:03.360><c> concrete</c> the concrete the concrete the<00:03:06.080><c> lever</c><00:03:06.480><c> arm</c><00:03:06.879><c> will</c><00:03:07.120><c> be</c><00:03:07.519><c> determined</c><00:03:08.400><c> by</c> the lever arm will be determined by the lever arm will be determined by the<00:03:09.360><c> lever</c><00:03:09.840><c> arm</c><00:03:10.560><c> distance</c><00:03:11.360><c> between</c><00:03:12.000><c> the</c> the lever arm distance between the the lever arm distance between the compressive<00:03:13.440><c> concrete</c><00:03:14.319><c> and</c><00:03:15.120><c> tension</c><00:03:16.840><c> steel</c> compressive concrete and tension steel compressive concrete and tension steel there<00:03:18.959><c> is</c><00:03:19.200><c> a</c><00:03:19.440><c> compressive</c><00:03:20.319><c> reinforcement</c><00:03:21.280><c> bar</c> there is a compressive reinforcement bar there is a compressive reinforcement bar the<00:03:23.120><c> lever</c><00:03:23.599><c> arm</c><00:03:24.640><c> it</c><00:03:24.799><c> will</c><00:03:25.040><c> be</c><00:03:25.440><c> equal</c> the lever arm it will be equal the lever arm it will be equal to<00:03:26.680><c> 0.82</c><00:03:27.760><c> d</c> from<00:03:30.560><c> this</c><00:03:30.959><c> transport</c><00:03:31.599><c> diagram</c><00:03:32.239><c> here</c> from this transport diagram here from this transport diagram here we<00:03:34.239><c> will</c><00:03:34.720><c> determine</c><00:03:35.519><c> the</c><00:03:36.080><c> equations</c> we will determine the equations we will determine the equations based<00:03:37.680><c> on</c><00:03:38.000><c> the</c><00:03:38.480><c> equilibrium</c><00:03:39.920><c> equation</c> based on the equilibrium equation based on the equilibrium equation in<00:03:42.319><c> the</c><00:03:42.560><c> case</c><00:03:42.959><c> that</c><00:03:43.280><c> sigma</c><00:03:43.840><c> fx</c><00:03:44.400><c> is</c><00:03:44.640><c> equal</c><00:03:45.040><c> to</c> in the case that sigma fx is equal to in the case that sigma fx is equal to zero zero zero the<00:03:47.120><c> tensile</c><00:03:48.000><c> force</c><00:03:48.720><c> in</c><00:03:48.799><c> the</c><00:03:48.959><c> steel</c><00:03:49.360><c> bar</c> the tensile force in the steel bar the tensile force in the steel bar will<00:03:50.159><c> be</c><00:03:50.959><c> equals</c><00:03:51.599><c> to</c><00:03:52.000><c> the</c><00:03:52.239><c> summations</c><00:03:53.120><c> of</c><00:03:53.280><c> the</c> will be equals to the summations of the will be equals to the summations of the compressive<00:03:54.319><c> force</c> compressive force compressive force in<00:03:55.120><c> the</c><00:03:55.360><c> steel</c><00:03:55.920><c> and</c><00:03:56.080><c> the</c><00:03:56.239><c> concrete</c> in the steel and the concrete in the steel and the concrete as<00:03:58.319><c> represented</c><00:03:59.280><c> by</c><00:03:59.680><c> this</c><00:04:00.080><c> equation</c> as represented by this equation as represented by this equation assuming<00:04:03.200><c> both</c><00:04:03.599><c> the</c><00:04:03.760><c> stuba</c><00:04:04.560><c> in</c><00:04:04.799><c> compression</c> assuming both the stuba in compression assuming both the stuba in compression and<00:04:06.080><c> tension</c><00:04:06.720><c> yield</c><00:04:07.120><c> at</c><00:04:07.280><c> the</c><00:04:07.439><c> same</c><00:04:07.840><c> time</c> and tension yield at the same time and tension yield at the same time and<00:04:09.280><c> the</c><00:04:09.519><c> concrete</c><00:04:10.159><c> is</c><00:04:10.560><c> at</c><00:04:10.799><c> its</c><00:04:11.040><c> limit</c> and the concrete is at its limit and the concrete is at its limit together<00:04:13.280><c> with</c><00:04:13.519><c> the</c><00:04:13.760><c> yielding</c><00:04:14.480><c> of</c><00:04:14.720><c> the</c> together with the yielding of the together with the yielding of the reinforcement<00:04:15.760><c> bar</c> reinforcement bar reinforcement bar the<00:04:17.680><c> equations</c><00:04:18.799><c> are</c><00:04:19.199><c> given</c><00:04:19.680><c> here</c> the<00:04:22.479><c> equations</c><00:04:23.440><c> for</c><00:04:23.680><c> the</c><00:04:23.919><c> tensions</c><00:04:24.880><c> and</c> the equations for the tensions and the equations for the tensions and compression<00:04:25.840><c> steel</c><00:04:26.479><c> will</c><00:04:26.720><c> be</c><00:04:26.880><c> the</c><00:04:27.120><c> same</c> compression steel will be the same compression steel will be the same except<00:04:29.199><c> one</c><00:04:29.759><c> in</c><00:04:30.560><c> tensions</c><00:04:31.360><c> another</c> except one in tensions another except one in tensions another in<00:04:32.479><c> comparisons</c> in comparisons in comparisons and<00:04:35.759><c> the</c><00:04:36.080><c> amount</c><00:04:36.560><c> of</c><00:04:36.720><c> reinforcement</c><00:04:37.440><c> bar</c> and the amount of reinforcement bar and the amount of reinforcement bar provided provided provided may<00:04:38.880><c> be</c><00:04:39.199><c> different</c><00:04:41.280><c> taking</c><00:04:41.840><c> the</c><00:04:42.240><c> positions</c><00:04:43.040><c> of</c> may be different taking the positions of may be different taking the positions of the<00:04:43.360><c> neutral</c><00:04:43.840><c> axis</c> the neutral axis the neutral axis equals<00:04:44.960><c> to</c><00:04:45.479><c> 0.45</c><00:04:46.560><c> d</c> equals to 0.45 d equals to 0.45 d you<00:04:47.600><c> will</c><00:04:47.840><c> obtain</c><00:04:48.320><c> the</c><00:04:48.639><c> s</c><00:04:49.199><c> and</c><00:04:49.759><c> substitute</c> you will obtain the s and substitute you will obtain the s and substitute into<00:04:51.120><c> the</c><00:04:51.360><c> equations</c><00:04:52.400><c> for</c><00:04:52.639><c> the</c><00:04:52.800><c> compressive</c> into the equations for the compressive into the equations for the compressive concrete<00:04:56.240><c> the</c><00:04:56.479><c> whole</c><00:04:56.800><c> thing</c> concrete the whole thing concrete the whole thing is<00:04:57.440><c> to</c><00:04:57.680><c> be</c><00:04:58.000><c> multiplied</c><00:04:58.880><c> with</c><00:04:59.120><c> the</c><00:04:59.360><c> lever</c><00:04:59.840><c> arm</c> is to be multiplied with the lever arm is to be multiplied with the lever arm equals<00:05:01.120><c> to</c><00:05:01.800><c> 0.82</c><00:05:02.880><c> d</c> equals to 0.82 d equals to 0.82 d in<00:05:03.919><c> order</c><00:05:04.560><c> to</c><00:05:05.120><c> obtain</c><00:05:05.680><c> the</c><00:05:06.160><c> moment</c> in order to obtain the moment in order to obtain the moment acting<00:05:07.360><c> within</c><00:05:07.840><c> the</c><00:05:08.320><c> section</c><00:05:09.440><c> reorganize</c><00:05:10.400><c> the</c> acting within the section reorganize the acting within the section reorganize the equations<00:05:11.600><c> you</c><00:05:11.759><c> will</c><00:05:12.080><c> obtain</c> equations you will obtain equations you will obtain this<00:05:12.960><c> equation</c> and<00:05:16.560><c> s</c><00:05:16.880><c> here</c><00:05:17.360><c> represent</c><00:05:18.160><c> the</c><00:05:18.479><c> area</c><00:05:19.039><c> of</c> and s here represent the area of and s here represent the area of reinforcement reinforcement reinforcement in<00:05:21.120><c> the</c><00:05:21.759><c> tension</c><00:05:22.400><c> steel</c><00:05:23.280><c> and</c><00:05:23.680><c> nsa</c><00:05:24.479><c> represent</c> in the tension steel and nsa represent in the tension steel and nsa represent the<00:05:25.840><c> reinforcement</c><00:05:26.800><c> area</c><00:05:27.360><c> in</c><00:05:27.440><c> the</c> the reinforcement area in the the reinforcement area in the compression<00:05:28.320><c> step</c> compression step compression step next<00:05:30.800><c> we</c><00:05:31.039><c> need</c><00:05:31.280><c> to</c><00:05:31.680><c> determine</c><00:05:32.560><c> the</c><00:05:33.039><c> area</c> next we need to determine the area next we need to determine the area of<00:05:33.840><c> reinforcement</c><00:05:34.639><c> bar</c><00:05:35.039><c> in</c><00:05:35.199><c> the</c><00:05:35.440><c> compression</c> of reinforcement bar in the compression of reinforcement bar in the compression steel steel steel it<00:05:37.520><c> is</c><00:05:37.759><c> determined</c><00:05:38.639><c> based</c><00:05:39.120><c> on</c><00:05:39.360><c> the</c><00:05:39.600><c> equations</c> it is determined based on the equations it is determined based on the equations for for for the<00:05:41.360><c> moment</c><00:05:41.919><c> within</c><00:05:42.479><c> the</c><00:05:42.880><c> sections</c> the moment within the sections the moment within the sections the<00:05:44.960><c> moment</c><00:05:45.520><c> here</c><00:05:46.080><c> is</c><00:05:46.320><c> determined</c><00:05:47.039><c> by</c><00:05:47.600><c> the</c> the moment here is determined by the the moment here is determined by the summations<00:05:48.960><c> of</c><00:05:49.199><c> the</c><00:05:49.360><c> moment</c> summations of the moment summations of the moment due<00:05:50.400><c> to</c><00:05:50.720><c> the</c><00:05:50.960><c> concrete</c><00:05:51.680><c> and</c><00:05:52.160><c> also</c><00:05:52.639><c> the</c> due to the concrete and also the due to the concrete and also the compression<00:05:53.600><c> steel</c> compression steel compression steel it<00:05:55.280><c> is</c><00:05:55.520><c> obtained</c><00:05:56.160><c> by</c><00:05:56.560><c> multiplying</c><00:05:57.520><c> the</c> it is obtained by multiplying the it is obtained by multiplying the fcc<00:05:59.039><c> with</c><00:05:59.440><c> the</c><00:05:59.840><c> lever</c><00:06:00.400><c> mz</c> fcc with the lever mz fcc with the lever mz and<00:06:02.000><c> also</c><00:06:03.280><c> fsc</c><00:06:04.560><c> with</c><00:06:04.880><c> the</c> and also fsc with the and also fsc with the lever<00:06:05.840><c> arm</c><00:06:06.240><c> from</c><00:06:06.639><c> the</c><00:06:07.120><c> fsc</c><00:06:08.080><c> to</c> lever arm from the fsc to lever arm from the fsc to fst<00:06:11.120><c> the</c><00:06:11.360><c> distance</c> fst the distance fst the distance here<00:06:13.199><c> is</c><00:06:13.440><c> determined</c><00:06:14.160><c> by</c><00:06:14.960><c> minusing</c><00:06:15.840><c> the</c> here is determined by minusing the here is determined by minusing the depth<00:06:16.960><c> with</c><00:06:17.360><c> the</c><00:06:17.759><c> d</c><00:06:18.840><c> prime</c> depth with the d prime depth with the d prime substituting<00:06:21.600><c> the</c><00:06:22.000><c> relevant</c><00:06:22.639><c> value</c><00:06:23.360><c> into</c><00:06:23.840><c> the</c> substituting the relevant value into the substituting the relevant value into the equations equations equations reorganize<00:06:26.639><c> it</c><00:06:27.039><c> you</c><00:06:27.199><c> will</c><00:06:27.440><c> be</c><00:06:27.680><c> able</c><00:06:28.080><c> to</c><00:06:28.400><c> obtain</c> reorganize it you will be able to obtain reorganize it you will be able to obtain the<00:06:29.160><c> equations</c><00:06:30.319><c> for</c><00:06:30.800><c> the</c><00:06:31.440><c> s</c><00:06:31.680><c> prime</c> the equations for the s prime the equations for the s prime these<00:06:34.240><c> equations</c><00:06:35.280><c> can</c><00:06:35.600><c> also</c><00:06:36.160><c> be</c><00:06:36.560><c> expressed</c><00:06:37.280><c> in</c> these equations can also be expressed in these equations can also be expressed in the<00:06:37.680><c> functions</c> the functions the functions of<00:06:38.960><c> factor</c><00:06:39.520><c> k</c> either<00:06:43.080><c> equations</c><00:06:44.160><c> will</c><00:06:44.400><c> do</c> either equations will do either equations will do once<00:06:46.639><c> you</c><00:06:46.880><c> have</c><00:06:47.120><c> determined</c><00:06:47.759><c> the</c><00:06:48.000><c> amount</c><00:06:48.560><c> of</c> once you have determined the amount of once you have determined the amount of reinforcement<00:06:49.680><c> bar</c> reinforcement bar reinforcement bar in<00:06:50.319><c> the</c><00:06:50.560><c> compression</c><00:06:51.199><c> steel</c><00:06:52.160><c> substitute</c><00:06:52.880><c> the</c> in the compression steel substitute the in the compression steel substitute the relevant<00:06:53.919><c> value</c><00:06:54.479><c> into</c><00:06:55.039><c> the</c><00:06:55.360><c> equations</c><00:06:56.319><c> that</c> relevant value into the equations that relevant value into the equations that we we we generated<00:06:58.000><c> previously</c><00:06:59.520><c> from</c><00:06:59.840><c> there</c> generated previously from there generated previously from there you'll<00:07:00.720><c> be</c><00:07:00.960><c> able</c><00:07:01.520><c> to</c><00:07:01.919><c> determine</c><00:07:02.639><c> the</c><00:07:02.880><c> amount</c> you'll be able to determine the amount you'll be able to determine the amount of<00:07:03.440><c> reinforcement</c><00:07:04.240><c> bar</c><00:07:04.560><c> required</c> of reinforcement bar required of reinforcement bar required in<00:07:06.080><c> tension</c><00:07:07.080><c> still</c>
49	azlkUZtPSWk	4.9 Compression steel bar in double reinforced section	https://www.youtube.com/watch?v=azlkUZtPSWk	4.9_Compression_steel_bar_in_double_reinforced_section.en.vtt	doubly<00:00:01.040><c> reinforced</c><00:00:01.599><c> suctions</c><00:00:02.639><c> the</c> doubly reinforced suctions the doubly reinforced suctions the compressive<00:00:03.600><c> steel</c><00:00:04.000><c> bar</c> compressive steel bar compressive steel bar are<00:00:04.799><c> provided</c><00:00:05.600><c> in</c><00:00:05.839><c> order</c><00:00:06.319><c> to</c><00:00:07.120><c> share</c><00:00:07.520><c> the</c> are provided in order to share the are provided in order to share the compressive<00:00:08.480><c> stress</c> compressive stress compressive stress together<00:00:09.679><c> with</c><00:00:09.840><c> the</c><00:00:10.080><c> concrete</c><00:00:10.960><c> at</c><00:00:11.200><c> the</c> together with the concrete at the together with the concrete at the compression<00:00:12.400><c> region</c> compression region compression region at<00:00:14.719><c> the</c><00:00:14.960><c> ultimate</c><00:00:15.519><c> limit</c><00:00:15.920><c> state</c><00:00:16.720><c> there</c><00:00:17.039><c> are</c> at the ultimate limit state there are at the ultimate limit state there are two two two types<00:00:18.240><c> of</c><00:00:18.560><c> possibilities</c> types of possibilities types of possibilities the<00:00:21.199><c> compressive</c><00:00:21.920><c> steel</c><00:00:22.240><c> bar</c><00:00:22.640><c> may</c><00:00:22.960><c> have</c> the compressive steel bar may have the compressive steel bar may have yielded<00:00:23.920><c> or</c> yielded or yielded or may<00:00:24.560><c> not</c><00:00:24.880><c> yield</c> if<00:00:27.680><c> the</c><00:00:27.920><c> compressive</c><00:00:28.480><c> steel</c><00:00:28.960><c> bar</c><00:00:29.519><c> has</c><00:00:29.920><c> yielded</c> if the compressive steel bar has yielded if the compressive steel bar has yielded the<00:00:32.320><c> design</c><00:00:32.880><c> compensate</c><00:00:33.600><c> stress</c><00:00:34.079><c> of</c><00:00:34.160><c> the</c> the design compensate stress of the the design compensate stress of the steel<00:00:34.719><c> bars</c><00:00:35.200><c> are</c><00:00:35.520><c> fully</c><00:00:35.920><c> utilized</c> steel bars are fully utilized steel bars are fully utilized under<00:00:38.239><c> such</c><00:00:38.719><c> circumstances</c><00:00:40.399><c> the</c><00:00:40.719><c> compressive</c> under such circumstances the compressive under such circumstances the compressive stress<00:00:41.840><c> within</c><00:00:42.239><c> the</c><00:00:42.480><c> bar</c> stress within the bar stress within the bar it<00:00:43.040><c> will</c><00:00:43.200><c> be</c><00:00:43.520><c> determined</c><00:00:44.320><c> by</c><00:00:45.719><c> 0.87</c> it will be determined by 0.87 it will be determined by 0.87 fyk<00:00:49.200><c> the</c><00:00:49.600><c> factor</c> fyk the factor fyk the factor of<00:00:50.760><c> 0.87</c><00:00:52.000><c> is</c><00:00:52.239><c> due</c><00:00:52.559><c> to</c><00:00:52.800><c> the</c><00:00:53.039><c> partial</c><00:00:53.520><c> factors</c><00:00:54.079><c> of</c> of 0.87 is due to the partial factors of of 0.87 is due to the partial factors of safety safety safety of<00:00:55.480><c> 1.15</c><00:00:56.559><c> for</c><00:00:56.719><c> the</c><00:00:56.879><c> steel</c> of 1.15 for the steel of 1.15 for the steel however<00:00:59.840><c> if</c><00:01:00.079><c> the</c><00:01:00.399><c> compressed</c><00:01:01.199><c> steel</c><00:01:01.680><c> bar</c><00:01:02.000><c> has</c> however if the compressed steel bar has however if the compressed steel bar has not not not mute<00:01:04.479><c> the</c><00:01:04.720><c> stress</c><00:01:05.280><c> within</c> mute the stress within mute the stress within the<00:01:06.400><c> compression</c><00:01:07.119><c> steel</c><00:01:07.600><c> bar</c><00:01:08.080><c> has</c><00:01:08.479><c> not</c> the compression steel bar has not the compression steel bar has not reached<00:01:09.280><c> to</c> reached to reached to its<00:01:09.920><c> design</c><00:01:10.479><c> stress</c><00:01:11.840><c> with</c><00:01:12.080><c> that</c> its design stress with that its design stress with that we<00:01:12.799><c> cannot</c><00:01:13.360><c> use</c><00:01:14.080><c> fsc</c><00:01:15.040><c> equals</c><00:01:15.600><c> to</c><00:01:16.280><c> 0.87</c> we cannot use fsc equals to 0.87 we cannot use fsc equals to 0.87 fyk<00:01:18.880><c> in</c><00:01:19.119><c> order</c><00:01:19.600><c> to</c><00:01:20.000><c> determine</c><00:01:20.640><c> the</c><00:01:20.880><c> stress</c> fyk in order to determine the stress fyk in order to determine the stress developed<00:01:21.920><c> within</c> developed within developed within the<00:01:22.880><c> compression</c><00:01:23.520><c> steel</c><00:01:23.920><c> bar</c><00:01:24.320><c> when</c><00:01:24.640><c> it</c><00:01:24.880><c> is</c><00:01:25.119><c> not</c> the compression steel bar when it is not the compression steel bar when it is not yield yield yield we<00:01:26.880><c> will</c><00:01:27.040><c> have</c><00:01:27.280><c> to</c><00:01:27.680><c> refer</c><00:01:28.240><c> to</c><00:01:28.400><c> the</c><00:01:28.560><c> strength</c> we will have to refer to the strength we will have to refer to the strength diagram diagram diagram assuming<00:01:32.000><c> the</c><00:01:32.400><c> concrete</c><00:01:32.799><c> strength</c><00:01:33.280><c> is</c><00:01:33.520><c> at</c><00:01:33.680><c> its</c> assuming the concrete strength is at its assuming the concrete strength is at its limit limit limit and<00:01:36.000><c> the</c><00:01:36.159><c> positions</c><00:01:37.040><c> of</c><00:01:37.200><c> the</c><00:01:37.360><c> neutral</c><00:01:38.000><c> axis</c> and the positions of the neutral axis and the positions of the neutral axis is<00:01:39.119><c> at</c><00:01:39.520><c> x</c><00:01:40.000><c> equals</c><00:01:40.479><c> to</c><00:01:41.000><c> 0.45</c><00:01:42.000><c> d</c> is at x equals to 0.45 d is at x equals to 0.45 d through<00:01:44.840><c> interpolations</c><00:01:46.159><c> we</c><00:01:46.399><c> will</c><00:01:46.560><c> be</c><00:01:46.799><c> able</c> through interpolations we will be able through interpolations we will be able to<00:01:47.520><c> obtain</c><00:01:48.079><c> the</c><00:01:48.320><c> strength</c> to obtain the strength to obtain the strength in<00:01:49.119><c> the</c><00:01:49.360><c> compresses</c><00:01:50.159><c> steel</c><00:01:51.600><c> the</c><00:01:51.840><c> strength</c><00:01:52.320><c> in</c> in the compresses steel the strength in in the compresses steel the strength in the<00:01:52.640><c> compressive</c><00:01:53.280><c> steel</c><00:01:53.840><c> is</c><00:01:54.000><c> represented</c><00:01:54.880><c> by</c> the compressive steel is represented by the compressive steel is represented by acid<00:01:55.600><c> long</c><00:01:55.920><c> sc</c><00:01:58.000><c> from</c><00:01:58.240><c> the</c><00:01:58.399><c> strength</c><00:01:58.880><c> there</c> acid long sc from the strength there acid long sc from the strength there we<00:01:59.840><c> will</c><00:02:00.079><c> be</c><00:02:00.399><c> able</c><00:02:00.880><c> to</c><00:02:01.280><c> determine</c><00:02:02.079><c> the</c> we will be able to determine the we will be able to determine the compressive<00:02:03.280><c> stress</c><00:02:03.680><c> of</c><00:02:03.840><c> the</c><00:02:04.000><c> steel</c> compressive stress of the steel compressive stress of the steel based<00:02:05.360><c> on</c><00:02:05.680><c> the</c><00:02:06.399><c> modulus</c><00:02:07.119><c> of</c><00:02:07.479><c> elasticity</c> based on the modulus of elasticity based on the modulus of elasticity from<00:02:09.599><c> there</c><00:02:10.160><c> we</c><00:02:10.319><c> will</c><00:02:10.479><c> be</c><00:02:10.800><c> able</c><00:02:11.200><c> to</c><00:02:11.680><c> predict</c> from there we will be able to predict from there we will be able to predict the the the forces<00:02:13.840><c> generated</c><00:02:14.720><c> by</c><00:02:15.120><c> the</c><00:02:15.440><c> compression</c> forces generated by the compression forces generated by the compression steel steel steel now<00:02:18.080><c> that</c><00:02:18.319><c> we</c><00:02:18.560><c> know</c><00:02:18.959><c> that</c><00:02:19.440><c> it</c><00:02:19.760><c> is</c><00:02:20.239><c> important</c> now that we know that it is important now that we know that it is important for<00:02:21.280><c> us</c><00:02:21.599><c> to</c> for us to for us to determine<00:02:22.959><c> whether</c><00:02:23.520><c> the</c><00:02:24.000><c> compression</c><00:02:24.640><c> steel</c> determine whether the compression steel determine whether the compression steel bar bar bar has<00:02:26.160><c> already</c><00:02:26.720><c> yielded</c><00:02:27.280><c> or</c><00:02:27.440><c> not</c><00:02:27.920><c> at</c><00:02:28.000><c> the</c> has already yielded or not at the has already yielded or not at the ultimate<00:02:28.800><c> limit</c><00:02:29.200><c> state</c> ultimate limit state ultimate limit state the<00:02:30.800><c> next</c><00:02:31.200><c> question</c><00:02:31.760><c> is</c><00:02:32.640><c> how</c><00:02:32.879><c> do</c><00:02:33.040><c> we</c><00:02:33.280><c> know</c> the next question is how do we know the next question is how do we know whether whether whether it<00:02:34.560><c> already</c><00:02:35.200><c> yielded</c><00:02:36.959><c> to</c><00:02:37.280><c> know</c><00:02:37.599><c> that</c> it already yielded to know that it already yielded to know that we<00:02:39.120><c> can</c><00:02:39.760><c> do</c><00:02:40.080><c> some</c><00:02:40.480><c> simple</c><00:02:41.120><c> calculation</c> we can do some simple calculation we can do some simple calculation this<00:02:44.239><c> equation</c><00:02:45.360><c> is</c><00:02:45.760><c> derived</c><00:02:46.480><c> based</c> this equation is derived based this equation is derived based on<00:02:47.360><c> the</c><00:02:47.760><c> stress</c><00:02:48.560><c> diagram</c><00:02:49.200><c> here</c> on the stress diagram here on the stress diagram here it<00:02:50.480><c> represents</c><00:02:51.440><c> a</c><00:02:51.760><c> ratio</c><00:02:52.560><c> of</c><00:02:52.879><c> the</c> it represents a ratio of the it represents a ratio of the acid<00:02:54.080><c> long</c><00:02:54.480><c> sc</c><00:02:55.120><c> with</c><00:02:55.360><c> the</c><00:02:55.599><c> height</c><00:02:56.319><c> and</c> acid long sc with the height and acid long sc with the height and acid<00:02:57.519><c> long</c><00:02:57.840><c> cc</c><00:02:58.640><c> with</c><00:02:58.959><c> the</c><00:02:59.440><c> height</c><00:02:59.760><c> of</c><00:02:59.920><c> the</c> acid long cc with the height of the acid long cc with the height of the neutral<00:03:00.720><c> axis</c> neutral axis neutral axis as<00:03:02.800><c> given</c><00:03:03.280><c> in</c><00:03:03.519><c> this</c><00:03:03.920><c> equation</c> this<00:03:07.440><c> height</c><00:03:07.920><c> here</c><00:03:08.480><c> is</c><00:03:08.640><c> determined</c><00:03:09.519><c> by</c> this height here is determined by this height here is determined by minus<00:03:10.720><c> in</c><00:03:11.040><c> d</c><00:03:11.599><c> x</c><00:03:12.239><c> with</c><00:03:12.879><c> d</c> minus in d x with d minus in d x with d prime<00:03:15.440><c> reorganize</c><00:03:16.319><c> the</c><00:03:16.560><c> equations</c><00:03:17.599><c> we</c><00:03:17.920><c> obtain</c> prime reorganize the equations we obtain prime reorganize the equations we obtain this this this equation<00:03:21.280><c> for</c><00:03:21.599><c> the</c><00:03:21.840><c> compressive</c><00:03:22.480><c> steel</c><00:03:22.959><c> bar</c> equation for the compressive steel bar equation for the compressive steel bar to<00:03:23.680><c> undergo</c> to undergo to undergo yielding<00:03:25.440><c> it</c><00:03:25.680><c> will</c><00:03:25.920><c> undergo</c><00:03:26.799><c> a</c><00:03:27.120><c> strain</c> yielding it will undergo a strain yielding it will undergo a strain of<00:03:30.840><c> 0.00217</c> of 0.00217 of 0.00217 the<00:03:32.319><c> value</c><00:03:32.879><c> is</c><00:03:33.120><c> substituted</c><00:03:33.840><c> into</c><00:03:34.239><c> the</c> the value is substituted into the the value is substituted into the equations equations equations you<00:03:36.239><c> obtain</c><00:03:36.879><c> d</c><00:03:37.280><c> prime</c><00:03:37.680><c> for</c><00:03:38.000><c> x</c><00:03:38.480><c> equals</c><00:03:39.040><c> to</c> you obtain d prime for x equals to you obtain d prime for x equals to 0.38<00:03:42.239><c> this</c> 0.38 this 0.38 this set<00:03:43.040><c> the</c><00:03:43.200><c> boundary</c><00:03:44.319><c> that</c><00:03:44.879><c> defines</c><00:03:45.680><c> whether</c> set the boundary that defines whether set the boundary that defines whether the the the compression<00:03:47.280><c> steel</c><00:03:47.760><c> bar</c><00:03:48.319><c> has</c><00:03:48.799><c> yielded</c><00:03:49.360><c> or</c><00:03:49.519><c> not</c> compression steel bar has yielded or not compression steel bar has yielded or not at<00:03:50.000><c> the</c><00:03:50.159><c> ultimate</c><00:03:50.720><c> limit</c><00:03:51.040><c> state</c> at the ultimate limit state at the ultimate limit state if<00:03:53.519><c> d</c><00:03:53.840><c> prime</c><00:03:54.239><c> per</c><00:03:54.640><c> x</c><00:03:55.040><c> is</c><00:03:55.280><c> less</c><00:03:55.599><c> than</c><00:03:56.040><c> 0.38</c> if d prime per x is less than 0.38 if d prime per x is less than 0.38 we<00:03:57.599><c> will</c><00:03:57.840><c> know</c><00:03:58.239><c> that</c><00:03:58.879><c> the</c><00:03:59.200><c> compression</c><00:03:59.920><c> steel</c> we will know that the compression steel we will know that the compression steel bar<00:04:00.640><c> has</c> bar has bar has yielded<00:04:01.760><c> at</c><00:04:01.840><c> the</c><00:04:02.000><c> ultimate</c><00:04:02.560><c> limit</c><00:04:02.879><c> state</c> yielded at the ultimate limit state yielded at the ultimate limit state assuming<00:04:05.680><c> x</c><00:04:06.000><c> is</c><00:04:06.239><c> equal</c><00:04:06.720><c> to</c><00:04:07.480><c> 0.45</c><00:04:08.480><c> d</c> assuming x is equal to 0.45 d assuming x is equal to 0.45 d these<00:04:10.560><c> equations</c><00:04:11.519><c> can</c><00:04:11.760><c> be</c><00:04:12.080><c> represented</c><00:04:13.040><c> by</c> these equations can be represented by these equations can be represented by a<00:04:13.680><c> ratio</c><00:04:14.319><c> of</c><00:04:14.560><c> d</c><00:04:14.879><c> prime</c><00:04:15.200><c> per</c><00:04:15.439><c> d</c><00:04:16.400><c> which</c><00:04:16.720><c> is</c> a ratio of d prime per d which is a ratio of d prime per d which is less<00:04:17.359><c> than</c><00:04:18.359><c> 0.171</c> less than 0.171 less than 0.171 this<00:04:21.519><c> gives</c><00:04:21.840><c> us</c><00:04:22.079><c> a</c><00:04:22.400><c> more</c><00:04:22.639><c> straightforward</c> this gives us a more straightforward this gives us a more straightforward method<00:04:24.080><c> for</c><00:04:24.320><c> us</c><00:04:24.639><c> to</c> method for us to method for us to check<00:04:25.520><c> whether</c><00:04:26.080><c> the</c><00:04:26.320><c> stuba</c><00:04:27.199><c> have</c><00:04:27.520><c> yielded</c><00:04:28.080><c> in</c> check whether the stuba have yielded in check whether the stuba have yielded in compression compression compression so<00:04:30.960><c> as</c><00:04:31.280><c> long</c><00:04:31.600><c> as</c><00:04:31.840><c> the</c><00:04:32.160><c> d</c><00:04:32.479><c> prime</c><00:04:32.800><c> for</c><00:04:33.040><c> d</c> so as long as the d prime for d so as long as the d prime for d is<00:04:33.759><c> less</c><00:04:34.000><c> than</c><00:04:35.240><c> 0.171</c> is less than 0.171 is less than 0.171 the<00:04:37.360><c> fsc</c><00:04:38.320><c> can</c><00:04:38.639><c> always</c><00:04:39.120><c> be</c><00:04:39.360><c> used</c> the fsc can always be used the fsc can always be used equals<00:04:40.560><c> to</c><00:04:41.240><c> 0.87</c><00:04:42.400><c> fy</c><00:04:42.880><c> k</c> equals to 0.87 fy k equals to 0.87 fy k however<00:04:45.199><c> if</c><00:04:45.919><c> d</c><00:04:46.240><c> prime</c><00:04:46.639><c> for</c><00:04:46.880><c> d</c> however if d prime for d however if d prime for d is<00:04:47.520><c> more</c><00:04:47.840><c> than</c><00:04:48.759><c> 0.171</c> is more than 0.171 is more than 0.171 that<00:04:50.880><c> means</c><00:04:51.199><c> the</c><00:04:51.520><c> compression</c><00:04:52.240><c> still</c><00:04:52.560><c> bar</c><00:04:52.880><c> has</c> that means the compression still bar has that means the compression still bar has not<00:04:53.520><c> u</c> not u not u you<00:04:55.040><c> will</c><00:04:55.280><c> need</c><00:04:55.520><c> to</c><00:04:56.080><c> determine</c><00:04:56.800><c> the</c><00:04:57.040><c> strength</c> you will need to determine the strength you will need to determine the strength in<00:04:57.919><c> the</c><00:04:58.080><c> compressive</c><00:04:58.720><c> steel</c><00:04:59.120><c> bar</c> in the compressive steel bar in the compressive steel bar and<00:05:00.800><c> by</c><00:05:01.120><c> using</c><00:05:01.600><c> the</c><00:05:01.919><c> modulus</c><00:05:02.560><c> of</c><00:05:02.759><c> elasticity</c> and by using the modulus of elasticity and by using the modulus of elasticity you<00:05:04.240><c> determine</c><00:05:04.960><c> the</c><00:05:05.680><c> compressive</c><00:05:06.320><c> stress</c><00:05:06.880><c> in</c> you determine the compressive stress in you determine the compressive stress in the the the compression<00:05:09.440><c> steel</c><00:05:09.759><c> bar</c><00:05:11.199><c> the</c><00:05:11.440><c> area</c><00:05:12.000><c> of</c><00:05:12.160><c> the</c> compression steel bar the area of the compression steel bar the area of the tension<00:05:12.880><c> steel</c><00:05:13.360><c> bar</c> tension steel bar tension steel bar under<00:05:14.320><c> the</c><00:05:14.560><c> conditions</c><00:05:15.360><c> here</c><00:05:15.840><c> it</c><00:05:16.000><c> will</c><00:05:16.160><c> be</c> under the conditions here it will be under the conditions here it will be given<00:05:17.039><c> by</c> given by given by this<00:05:17.840><c> equation</c><00:05:20.160><c> the</c><00:05:20.320><c> area</c><00:05:20.880><c> of</c><00:05:21.039><c> the</c> this equation the area of the this equation the area of the compression<00:05:21.919><c> steel</c><00:05:22.400><c> bar</c><00:05:22.800><c> here</c><00:05:23.280><c> is</c> compression steel bar here is compression steel bar here is represented represented represented for<00:05:25.120><c> the</c><00:05:25.479><c> situations</c><00:05:26.639><c> where</c><00:05:27.039><c> the</c><00:05:27.600><c> bar</c> for the situations where the bar for the situations where the bar has<00:05:28.479><c> yielded</c><00:05:30.240><c> it</c><00:05:30.479><c> is</c><00:05:30.800><c> to</c><00:05:30.960><c> be</c> has yielded it is to be has yielded it is to be multiplied<00:05:32.400><c> with</c><00:05:32.880><c> the</c><00:05:33.680><c> unused</c><00:05:34.479><c> stress</c><00:05:35.039><c> with</c> multiplied with the unused stress with multiplied with the unused stress with the<00:05:35.680><c> full</c><00:05:36.000><c> design</c><00:05:36.479><c> stress</c> the full design stress the full design stress of<00:05:37.360><c> the</c><00:05:38.160><c> compression</c><00:05:38.880><c> steel</c><00:05:39.199><c> bar</c>
50	xlyua9DU2Ho	4.10 Design of singly and doubly reinforced sections	https://www.youtube.com/watch?v=xlyua9DU2Ho	4.10_Design_of_singly_and_doubly_reinforced_sections.en.vtt	in<00:00:00.399><c> the</c><00:00:00.640><c> previous</c><00:00:01.120><c> videos</c><00:00:02.159><c> we</c><00:00:02.639><c> have</c> in the previous videos we have in the previous videos we have discussed<00:00:03.919><c> separately</c><00:00:04.799><c> regarding</c><00:00:05.440><c> the</c> discussed separately regarding the discussed separately regarding the derivations<00:00:06.799><c> process</c><00:00:07.359><c> for</c><00:00:07.680><c> a</c> derivations process for a derivations process for a singly<00:00:08.880><c> reinforced</c><00:00:09.679><c> and</c><00:00:09.840><c> doubly</c><00:00:10.400><c> reinforced</c> singly reinforced and doubly reinforced singly reinforced and doubly reinforced sections<00:00:13.200><c> this</c><00:00:13.599><c> video</c><00:00:14.080><c> is</c><00:00:14.320><c> going</c><00:00:14.719><c> to</c> sections this video is going to sections this video is going to demonstrate<00:00:15.839><c> to</c><00:00:16.080><c> you</c> demonstrate to you demonstrate to you the<00:00:16.880><c> entire</c><00:00:17.600><c> pictures</c><00:00:19.359><c> in</c> the entire pictures in the entire pictures in determining<00:00:20.720><c> the</c><00:00:21.279><c> bending</c><00:00:21.840><c> strength</c><00:00:22.480><c> of</c> determining the bending strength of determining the bending strength of a<00:00:23.039><c> reinforced</c><00:00:23.840><c> concrete</c><00:00:24.320><c> sections</c><00:00:25.599><c> which</c> a reinforced concrete sections which a reinforced concrete sections which can<00:00:26.480><c> be</c><00:00:26.880><c> singly</c><00:00:27.359><c> reinforced</c><00:00:28.240><c> or</c><00:00:28.640><c> doubly</c> can be singly reinforced or doubly can be singly reinforced or doubly reinforced reinforced reinforced sections<00:00:32.000><c> the</c><00:00:32.399><c> relevant</c><00:00:33.160><c> equations</c> sections the relevant equations sections the relevant equations are<00:00:34.640><c> summarized</c><00:00:35.440><c> here</c> are summarized here are summarized here normally<00:00:38.160><c> at</c><00:00:38.320><c> the</c><00:00:38.719><c> analysis</c><00:00:39.600><c> stage</c> normally at the analysis stage normally at the analysis stage with<00:00:41.200><c> a</c><00:00:41.520><c> given</c><00:00:42.160><c> size</c><00:00:42.719><c> of</c><00:00:42.879><c> the</c><00:00:43.040><c> member</c> with a given size of the member with a given size of the member we<00:00:44.719><c> ask</c><00:00:44.960><c> do</c><00:00:45.120><c> you</c><00:00:45.440><c> not</c><00:00:45.680><c> sure</c><00:00:46.160><c> whether</c><00:00:46.640><c> the</c> we ask do you not sure whether the we ask do you not sure whether the section section section is<00:00:47.680><c> going</c><00:00:48.000><c> to</c><00:00:48.239><c> be</c><00:00:48.480><c> singly</c><00:00:49.120><c> reinforced</c><00:00:49.920><c> or</c> is going to be singly reinforced or is going to be singly reinforced or doubly<00:00:50.719><c> reinforced</c> doubly reinforced doubly reinforced so<00:00:53.120><c> normally</c><00:00:53.760><c> we</c><00:00:53.920><c> will</c><00:00:54.160><c> start</c><00:00:54.559><c> to</c><00:00:55.039><c> determine</c> so normally we will start to determine so normally we will start to determine the<00:00:56.000><c> care</c><00:00:56.840><c> first</c> the care first the care first the<00:00:58.480><c> k</c><00:00:58.879><c> is</c><00:00:59.120><c> given</c><00:00:59.600><c> by</c><00:01:00.000><c> this</c><00:01:00.320><c> equations</c> the k is given by this equations the k is given by this equations which<00:01:01.680><c> is</c><00:01:01.920><c> in</c><00:01:02.079><c> the</c><00:01:02.320><c> functions</c><00:01:03.039><c> of</c><00:01:03.440><c> m</c><00:01:04.000><c> f</c><00:01:04.239><c> c</c> which is in the functions of m f c which is in the functions of m f c k<00:01:04.879><c> b</c><00:01:05.119><c> d</c><00:01:05.360><c> square</c><00:01:07.439><c> the</c><00:01:07.680><c> calculated</c> k b d square the calculated k b d square the calculated k<00:01:09.119><c> value</c><00:01:09.600><c> here</c><00:01:10.400><c> needs</c><00:01:10.640><c> to</c><00:01:10.880><c> be</c><00:01:11.200><c> checked</c><00:01:11.520><c> against</c> k value here needs to be checked against k value here needs to be checked against the the the number<00:01:13.520><c> of</c><00:01:14.600><c> 0.167</c> number of 0.167 number of 0.167 if<00:01:17.119><c> the</c><00:01:17.439><c> k</c><00:01:17.920><c> is</c><00:01:18.320><c> equals</c><00:01:19.040><c> or</c><00:01:19.280><c> less</c><00:01:19.600><c> than</c><00:01:20.600><c> 0.167</c> if the k is equals or less than 0.167 if the k is equals or less than 0.167 we<00:01:22.400><c> will</c><00:01:22.640><c> know</c><00:01:22.960><c> that</c><00:01:23.280><c> it</c><00:01:23.439><c> is</c><00:01:23.680><c> a</c><00:01:23.920><c> singly</c> we will know that it is a singly we will know that it is a singly reinforced reinforced reinforced section<00:01:27.600><c> if</c><00:01:27.759><c> the</c><00:01:28.080><c> k</c> section if the k section if the k is<00:01:28.960><c> greater</c><00:01:29.600><c> than</c><00:01:30.520><c> 0.167</c> is greater than 0.167 is greater than 0.167 that<00:01:32.240><c> means</c><00:01:32.640><c> the</c><00:01:32.880><c> sections</c><00:01:33.439><c> will</c><00:01:33.680><c> be</c><00:01:34.000><c> doubly</c> that means the sections will be doubly that means the sections will be doubly reinforced reinforced reinforced the<00:01:36.880><c> design</c><00:01:37.520><c> of</c><00:01:37.759><c> singly</c><00:01:38.240><c> rainfall</c><00:01:38.960><c> sections</c> the design of singly rainfall sections the design of singly rainfall sections is<00:01:40.159><c> more</c><00:01:40.400><c> straightforward</c><00:01:42.560><c> first</c> is more straightforward first is more straightforward first you<00:01:43.200><c> need</c><00:01:43.439><c> to</c><00:01:43.759><c> determine</c><00:01:44.479><c> the</c><00:01:44.799><c> lever</c><00:01:45.280><c> arm</c><00:01:45.680><c> of</c> you need to determine the lever arm of you need to determine the lever arm of the the the sections<00:01:48.000><c> it</c><00:01:48.320><c> should</c><00:01:48.560><c> not</c><00:01:48.799><c> be</c><00:01:49.200><c> greater</c><00:01:49.840><c> than</c> sections it should not be greater than sections it should not be greater than 0.95<00:01:51.759><c> d</c> 0.95 d 0.95 d once<00:01:53.600><c> you</c><00:01:53.840><c> determine</c><00:01:54.640><c> the</c><00:01:55.040><c> lever</c><00:01:55.520><c> arm</c> once you determine the lever arm once you determine the lever arm substitute<00:01:57.040><c> the</c><00:01:57.360><c> relevant</c><00:01:58.000><c> value</c> substitute the relevant value substitute the relevant value you<00:01:58.960><c> will</c><00:01:59.119><c> be</c><00:01:59.439><c> able</c><00:01:59.920><c> to</c><00:02:00.240><c> obtain</c><00:02:00.719><c> the</c><00:02:01.040><c> amount</c><00:02:01.520><c> of</c> you will be able to obtain the amount of you will be able to obtain the amount of reinforcement<00:02:02.560><c> bar</c><00:02:02.880><c> required</c> reinforcement bar required reinforcement bar required for<00:02:04.399><c> the</c><00:02:04.719><c> singly</c><00:02:05.280><c> reinforced</c><00:02:06.840><c> sections</c> for the singly reinforced sections for the singly reinforced sections in<00:02:08.479><c> this</c><00:02:08.800><c> case</c><00:02:09.759><c> no</c><00:02:10.080><c> compression</c><00:02:10.720><c> steel</c><00:02:11.200><c> bar</c><00:02:11.520><c> is</c> in this case no compression steel bar is in this case no compression steel bar is required required required as<00:02:14.560><c> for</c><00:02:14.959><c> doubly</c><00:02:15.520><c> reinforced</c><00:02:16.160><c> sections</c> as for doubly reinforced sections as for doubly reinforced sections you<00:02:17.440><c> will</c><00:02:17.680><c> need</c><00:02:17.920><c> to</c><00:02:18.480><c> use</c><00:02:19.040><c> this</c><00:02:20.840><c> equation</c> you will need to use this equation you will need to use this equation the<00:02:22.640><c> lever</c><00:02:23.040><c> arm</c><00:02:23.440><c> here</c><00:02:24.239><c> is</c><00:02:24.640><c> actually</c><00:02:25.360><c> equals</c><00:02:26.000><c> to</c> the lever arm here is actually equals to the lever arm here is actually equals to zero<00:02:26.800><c> point</c><00:02:27.200><c> at</c><00:02:27.440><c> two</c><00:02:27.760><c> d</c> zero point at two d zero point at two d or<00:02:29.920><c> you</c><00:02:30.080><c> may</c><00:02:30.400><c> use</c><00:02:30.640><c> the</c><00:02:30.879><c> equations</c><00:02:31.760><c> for</c><00:02:31.920><c> the</c> or you may use the equations for the or you may use the equations for the lever<00:02:32.560><c> arm</c> lever arm lever arm with<00:02:33.680><c> the</c><00:02:33.920><c> k</c><00:02:34.400><c> here</c><00:02:35.040><c> it</c><00:02:35.200><c> will</c><00:02:35.440><c> be</c><00:02:35.680><c> equals</c><00:02:36.239><c> to</c> with the k here it will be equals to with the k here it will be equals to 0.167 0.167 0.167 as<00:02:40.400><c> for</c><00:02:40.560><c> the</c><00:02:40.800><c> a</c><00:02:41.040><c> s</c><00:02:41.280><c> prime</c> as for the a s prime as for the a s prime you<00:02:43.840><c> may</c><00:02:44.080><c> use</c><00:02:44.480><c> this</c><00:02:44.800><c> equation</c> you may use this equation you may use this equation the<00:02:47.319><c> derivations</c><00:02:48.400><c> of</c><00:02:48.480><c> the</c><00:02:48.720><c> equation</c><00:02:49.519><c> as</c><00:02:50.000><c> prime</c> the derivations of the equation as prime the derivations of the equation as prime has<00:02:50.720><c> been</c><00:02:50.959><c> discussed</c> has been discussed has been discussed in<00:02:51.760><c> the</c><00:02:52.000><c> previous</c><00:02:52.560><c> video</c><00:02:54.400><c> for</c><00:02:54.640><c> you</c><00:02:54.959><c> to</c><00:02:55.280><c> use</c> in the previous video for you to use in the previous video for you to use these<00:02:55.920><c> equations</c> these equations these equations you<00:02:57.200><c> need</c><00:02:57.440><c> to</c><00:02:57.840><c> determine</c><00:02:58.720><c> the</c><00:02:59.200><c> compressive</c> you need to determine the compressive you need to determine the compressive stress<00:03:00.400><c> generated</c> stress generated stress generated within<00:03:01.920><c> the</c><00:03:02.239><c> compression</c><00:03:02.879><c> steel</c><00:03:03.280><c> bar</c> within the compression steel bar within the compression steel bar at<00:03:04.720><c> the</c><00:03:04.959><c> ultimate</c><00:03:05.519><c> limit</c><00:03:05.920><c> state</c><00:03:06.800><c> the</c><00:03:07.040><c> steel</c> at the ultimate limit state the steel at the ultimate limit state the steel bar bar bar may<00:03:08.080><c> have</c><00:03:08.400><c> used</c><00:03:08.800><c> or</c><00:03:09.120><c> may</c><00:03:09.360><c> not</c><00:03:09.680><c> be</c><00:03:09.920><c> u</c> may have used or may not be u may have used or may not be u to<00:03:11.519><c> know</c><00:03:11.840><c> whether</c><00:03:12.400><c> the</c><00:03:12.720><c> compressive</c><00:03:13.680><c> steel</c> to know whether the compressive steel to know whether the compressive steel bar bar bar is<00:03:15.280><c> yielded</c><00:03:16.800><c> you</c><00:03:16.959><c> need</c><00:03:17.200><c> to</c><00:03:17.519><c> check</c><00:03:17.760><c> the</c> is yielded you need to check the is yielded you need to check the ratio<00:03:18.720><c> of</c><00:03:19.120><c> d</c><00:03:19.440><c> prime</c><00:03:19.840><c> per</c><00:03:20.159><c> x</c> ratio of d prime per x ratio of d prime per x against<00:03:22.280><c> 0.38</c> against 0.38 against 0.38 if<00:03:24.720><c> it</c><00:03:24.879><c> is</c><00:03:25.280><c> equals</c><00:03:25.920><c> or</c><00:03:26.239><c> less</c><00:03:26.480><c> than</c><00:03:26.840><c> 0.38</c> if it is equals or less than 0.38 if it is equals or less than 0.38 you<00:03:28.400><c> know</c><00:03:28.799><c> that</c><00:03:29.200><c> the</c><00:03:29.519><c> compressive</c><00:03:30.239><c> steel</c><00:03:30.799><c> bar</c> you know that the compressive steel bar you know that the compressive steel bar has<00:03:31.840><c> yielded</c><00:03:32.879><c> and</c><00:03:33.120><c> therefore</c><00:03:34.080><c> the</c><00:03:34.400><c> stress</c> has yielded and therefore the stress has yielded and therefore the stress within<00:03:35.360><c> the</c><00:03:35.519><c> steel</c><00:03:35.840><c> bar</c> within the steel bar within the steel bar it<00:03:36.560><c> will</c><00:03:36.720><c> be</c><00:03:37.040><c> equivalent</c><00:03:37.920><c> to</c><00:03:38.400><c> the</c><00:03:38.640><c> design</c> it will be equivalent to the design it will be equivalent to the design stress stress stress of<00:03:40.080><c> the</c><00:03:40.319><c> bar</c><00:03:42.239><c> however</c> of the bar however of the bar however if<00:03:43.680><c> the</c><00:03:43.920><c> ratio</c><00:03:44.480><c> d</c><00:03:44.799><c> prime</c><00:03:45.200><c> for</c><00:03:45.440><c> x</c><00:03:45.840><c> is</c><00:03:46.159><c> more</c><00:03:46.480><c> than</c> if the ratio d prime for x is more than if the ratio d prime for x is more than 0.38 0.38 0.38 you<00:03:48.720><c> know</c><00:03:49.120><c> that</c><00:03:49.519><c> the</c><00:03:49.840><c> compresses</c><00:03:50.720><c> stress</c><00:03:51.440><c> in</c> you know that the compresses stress in you know that the compresses stress in the<00:03:51.760><c> steel</c> the steel the steel haven't<00:03:52.879><c> reached</c><00:03:53.280><c> to</c><00:03:53.599><c> the</c><00:03:53.760><c> yielding</c><00:03:54.239><c> stage</c> haven't reached to the yielding stage haven't reached to the yielding stage then<00:03:56.159><c> you</c><00:03:56.319><c> need</c><00:03:56.560><c> to</c><00:03:56.799><c> find</c><00:03:57.280><c> the</c><00:03:57.760><c> exact</c> then you need to find the exact then you need to find the exact compressive<00:03:59.040><c> stress</c> compressive stress compressive stress due<00:04:00.400><c> to</c><00:04:00.879><c> the</c><00:04:01.200><c> strength</c><00:04:01.760><c> developed</c><00:04:02.319><c> within</c><00:04:02.799><c> the</c> due to the strength developed within the due to the strength developed within the compressive<00:04:04.000><c> steel</c><00:04:04.480><c> bar</c><00:04:06.159><c> this</c><00:04:06.480><c> equation</c> compressive steel bar this equation compressive steel bar this equation is<00:04:07.840><c> basically</c><00:04:08.560><c> derived</c><00:04:09.200><c> from</c><00:04:09.519><c> the</c><00:04:09.680><c> australian</c> is basically derived from the australian is basically derived from the australian relationship relationship relationship within<00:04:12.799><c> the</c><00:04:13.200><c> section</c><00:04:14.319><c> and</c><00:04:14.799><c> the</c><00:04:14.959><c> positions</c><00:04:15.760><c> of</c> within the section and the positions of within the section and the positions of the<00:04:16.079><c> neutral</c><00:04:16.639><c> axis</c> the neutral axis the neutral axis is<00:04:17.519><c> given</c><00:04:18.079><c> in</c><00:04:18.320><c> this</c><00:04:18.720><c> equation</c> is given in this equation is given in this equation once<00:04:20.799><c> you</c><00:04:21.040><c> have</c><00:04:21.359><c> obtained</c><00:04:22.479><c> a</c><00:04:22.720><c> s</c><00:04:22.960><c> prime</c> once you have obtained a s prime once you have obtained a s prime substitute<00:04:24.720><c> the</c><00:04:24.880><c> equations</c><00:04:26.000><c> into</c><00:04:26.479><c> this</c> substitute the equations into this substitute the equations into this you<00:04:27.440><c> will</c><00:04:27.680><c> obtain</c><00:04:28.240><c> the</c><00:04:29.040><c> tension</c> you will obtain the tension you will obtain the tension reinforcement<00:04:30.400><c> by</c> reinforcement by reinforcement by every<00:04:31.199><c> required</c><00:04:33.280><c> the</c><00:04:33.520><c> outcome</c> every required the outcome every required the outcome of<00:04:34.320><c> the</c><00:04:34.560><c> design</c><00:04:35.120><c> for</c><00:04:35.360><c> the</c><00:04:35.520><c> doubly</c><00:04:36.560><c> reinforced</c> of the design for the doubly reinforced of the design for the doubly reinforced sections sections sections it<00:04:38.720><c> will</c><00:04:38.960><c> be</c><00:04:40.040><c> as</c><00:04:41.199><c> prime</c> it will be as prime it will be as prime which<00:04:42.080><c> represent</c><00:04:42.880><c> the</c><00:04:43.120><c> area</c><00:04:43.680><c> of</c><00:04:43.840><c> the</c><00:04:44.080><c> tensions</c> which represent the area of the tensions which represent the area of the tensions and<00:04:44.960><c> the</c><00:04:45.120><c> compression</c><00:04:45.759><c> steel</c><00:04:46.280><c> bar</c>
51	od9v3jjRXZE	4.11 Example 1: Doubly reinforced section	https://www.youtube.com/watch?v=od9v3jjRXZE	4.11_Example_1_-_Doubly_reinforced_section.en.vtt	let<00:00:00.240><c> us</c><00:00:00.480><c> try</c><00:00:00.880><c> an</c><00:00:01.120><c> example</c><00:00:01.920><c> to</c><00:00:02.399><c> design</c> let us try an example to design let us try an example to design for<00:00:03.360><c> a</c><00:00:03.600><c> doubly</c><00:00:04.480><c> reinforced</c><00:00:05.200><c> concrete</c> for a doubly reinforced concrete for a doubly reinforced concrete the<00:00:07.680><c> sections</c><00:00:08.320><c> given</c><00:00:08.800><c> here</c><00:00:09.679><c> is</c><00:00:10.000><c> used</c><00:00:10.400><c> to</c> the sections given here is used to the sections given here is used to resist<00:00:11.440><c> an</c><00:00:11.759><c> ultimate</c><00:00:12.480><c> design</c><00:00:13.120><c> load</c><00:00:13.599><c> of</c> resist an ultimate design load of resist an ultimate design load of 2x5<00:00:15.679><c> meter</c> 2x5 meter 2x5 meter the<00:00:17.760><c> steel</c><00:00:18.240><c> string</c><00:00:18.720><c> is</c><00:00:18.960><c> 500</c><00:00:19.600><c> newton</c><00:00:20.000><c> per</c><00:00:20.240><c> mm</c> the steel string is 500 newton per mm the steel string is 500 newton per mm square square square and<00:00:21.680><c> the</c><00:00:21.920><c> concrete</c><00:00:22.320><c> strength</c><00:00:22.800><c> is</c><00:00:23.039><c> 25</c><00:00:23.760><c> newton</c> and the concrete strength is 25 newton and the concrete strength is 25 newton per<00:00:24.640><c> mm</c><00:00:25.039><c> square</c> per mm square per mm square the<00:00:26.800><c> question</c><00:00:27.359><c> asks</c><00:00:27.680><c> us</c><00:00:27.840><c> to</c><00:00:28.240><c> determine</c><00:00:28.880><c> the</c> the question asks us to determine the the question asks us to determine the area<00:00:29.519><c> of</c><00:00:29.679><c> reinforcement</c><00:00:30.480><c> required</c> area of reinforcement required area of reinforcement required within<00:00:32.000><c> the</c><00:00:32.399><c> section</c> the<00:00:36.239><c> sections</c><00:00:36.800><c> have</c><00:00:37.120><c> a</c><00:00:37.280><c> depth</c><00:00:37.680><c> of</c><00:00:38.160><c> 440</c> the sections have a depth of 440 the sections have a depth of 440 and<00:00:39.840><c> the</c><00:00:40.079><c> width</c><00:00:40.480><c> of</c><00:00:40.800><c> 260.</c> and the width of 260. and the width of 260. the<00:00:43.040><c> positions</c><00:00:43.760><c> of</c><00:00:43.920><c> the</c><00:00:44.160><c> compresses</c><00:00:44.879><c> d</c><00:00:45.280><c> bar</c> the positions of the compresses d bar the positions of the compresses d bar is<00:00:46.320><c> equals</c><00:00:46.800><c> to</c><00:00:47.120><c> 50</c><00:00:47.680><c> from</c><00:00:47.920><c> the</c><00:00:48.160><c> top</c><00:00:48.559><c> of</c><00:00:48.719><c> the</c><00:00:48.879><c> beam</c> the<00:00:51.520><c> area</c><00:00:52.000><c> for</c><00:00:52.239><c> the</c><00:00:52.399><c> compresses</c><00:00:53.120><c> tube</c><00:00:53.440><c> bar</c><00:00:53.840><c> is</c> the area for the compresses tube bar is the area for the compresses tube bar is represented<00:00:54.879><c> by</c> represented by represented by a<00:00:55.440><c> s</c><00:00:55.680><c> prime</c><00:00:56.320><c> while</c><00:00:56.640><c> the</c><00:00:56.879><c> area</c><00:00:57.360><c> for</c><00:00:57.600><c> the</c><00:00:58.160><c> tension</c> a s prime while the area for the tension a s prime while the area for the tension still<00:00:58.960><c> bar</c> still bar still bar is<00:00:59.600><c> represented</c><00:01:00.399><c> by</c><00:01:00.800><c> a</c><00:01:01.039><c> s</c> is represented by a s is represented by a s you<00:01:02.879><c> may</c><00:01:03.120><c> pause</c><00:01:03.440><c> the</c><00:01:03.680><c> video</c><00:01:04.080><c> for</c><00:01:04.239><c> a</c><00:01:04.400><c> while</c><00:01:05.040><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:05.519><c> to</c><00:01:05.920><c> work</c><00:01:06.159><c> out</c><00:01:06.400><c> the</c><00:01:06.720><c> solution</c> you to work out the solution you to work out the solution to<00:01:08.720><c> solve</c><00:01:09.119><c> these</c><00:01:09.439><c> questions</c><00:01:10.640><c> first</c><00:01:11.040><c> you</c><00:01:11.280><c> need</c> to solve these questions first you need to solve these questions first you need to to to know<00:01:12.400><c> a</c><00:01:12.560><c> few</c><00:01:12.960><c> equations</c><00:01:14.640><c> the</c><00:01:14.880><c> equations</c> know a few equations the equations know a few equations the equations are<00:01:16.640><c> the</c><00:01:16.880><c> k</c><00:01:17.840><c> the</c><00:01:18.080><c> s</c> are the k the s are the k the s the<00:01:19.600><c> s</c><00:01:19.840><c> prime</c><00:01:20.799><c> and</c><00:01:21.200><c> also</c><00:01:21.680><c> you</c><00:01:21.920><c> need</c><00:01:22.080><c> to</c> the s prime and also you need to the s prime and also you need to determine<00:01:23.280><c> whether</c><00:01:23.759><c> the</c><00:01:24.159><c> compresses</c><00:01:25.200><c> bar</c> determine whether the compresses bar determine whether the compresses bar has<00:01:26.000><c> yielded</c><00:01:26.479><c> or</c><00:01:26.640><c> not</c><00:01:27.840><c> there</c><00:01:28.240><c> are</c><00:01:28.479><c> two</c><00:01:28.720><c> ways</c> has yielded or not there are two ways has yielded or not there are two ways for<00:01:29.360><c> you</c><00:01:29.680><c> to</c><00:01:29.840><c> determine</c><00:01:30.560><c> whether</c><00:01:31.119><c> the</c> for you to determine whether the for you to determine whether the compressed<00:01:32.159><c> steel</c><00:01:32.960><c> bar</c><00:01:33.439><c> has</c><00:01:33.759><c> yielded</c> compressed steel bar has yielded compressed steel bar has yielded it<00:01:35.520><c> is</c><00:01:35.840><c> either</c><00:01:36.400><c> in</c><00:01:36.560><c> the</c><00:01:36.799><c> ratio</c><00:01:37.360><c> of</c><00:01:37.920><c> d</c><00:01:38.240><c> prime</c> it is either in the ratio of d prime it is either in the ratio of d prime x<00:01:40.079><c> or</c><00:01:40.479><c> in</c><00:01:40.640><c> the</c><00:01:40.799><c> ratio</c><00:01:41.439><c> of</c><00:01:41.759><c> d</c> x or in the ratio of d x or in the ratio of d prime<00:01:42.479><c> per</c><00:01:42.720><c> d</c><00:01:44.640><c> either</c><00:01:45.119><c> one</c> prime per d either one prime per d either one is<00:01:46.000><c> applicable</c><00:01:47.920><c> with</c><00:01:48.240><c> that</c> is applicable with that is applicable with that first<00:01:49.360><c> we</c><00:01:49.600><c> start</c><00:01:50.000><c> with</c><00:01:50.640><c> finding</c><00:01:51.280><c> the</c><00:01:51.520><c> k</c> first we start with finding the k first we start with finding the k value<00:01:53.200><c> substitute</c><00:01:53.920><c> the</c><00:01:54.159><c> relevant</c><00:01:54.799><c> value</c> value substitute the relevant value value substitute the relevant value into<00:01:56.000><c> the</c><00:01:56.240><c> equations</c><00:01:57.040><c> for</c><00:01:57.200><c> the</c><00:01:57.439><c> k</c><00:01:58.159><c> you</c> into the equations for the k you into the equations for the k you obtain<00:01:59.119><c> it</c><00:01:59.360><c> is</c><00:01:59.680><c> equals</c><00:02:00.240><c> to</c><00:02:01.159><c> 0.226</c> obtain it is equals to 0.226 obtain it is equals to 0.226 the<00:02:03.840><c> number</c><00:02:04.479><c> is</c><00:02:04.799><c> greater</c><00:02:05.360><c> than</c><00:02:06.840><c> 0.167</c> the number is greater than 0.167 the number is greater than 0.167 with<00:02:08.800><c> that</c><00:02:09.119><c> you</c><00:02:09.360><c> know</c><00:02:09.759><c> that</c><00:02:10.000><c> the</c><00:02:10.160><c> compressed</c> with that you know that the compressed with that you know that the compressed steel<00:02:11.520><c> is</c><00:02:11.840><c> required</c> steel is required steel is required next<00:02:14.480><c> you</c><00:02:14.640><c> need</c><00:02:14.800><c> to</c><00:02:15.120><c> determine</c><00:02:15.840><c> whether</c><00:02:16.400><c> the</c> next you need to determine whether the next you need to determine whether the compression<00:02:17.360><c> steel</c><00:02:17.760><c> bar</c><00:02:18.080><c> has</c> compression steel bar has compression steel bar has yielded<00:02:20.080><c> use</c><00:02:20.319><c> the</c><00:02:20.560><c> ratio</c><00:02:21.120><c> d</c><00:02:21.440><c> prime</c><00:02:21.840><c> for</c><00:02:22.080><c> d</c> yielded use the ratio d prime for d yielded use the ratio d prime for d you<00:02:23.520><c> obtain</c><00:02:24.280><c> 0.11</c><00:02:25.760><c> which</c><00:02:26.080><c> is</c> you obtain 0.11 which is you obtain 0.11 which is less<00:02:26.800><c> than</c><00:02:27.280><c> the</c><00:02:27.840><c> limit</c><00:02:28.319><c> of</c><00:02:29.319><c> 0.171</c> less than the limit of 0.171 less than the limit of 0.171 from<00:02:31.519><c> there</c><00:02:32.000><c> you</c><00:02:32.319><c> know</c><00:02:32.640><c> that</c><00:02:32.959><c> the</c><00:02:33.120><c> compression</c> from there you know that the compression from there you know that the compression steel<00:02:34.239><c> bar</c><00:02:34.640><c> has</c> steel bar has steel bar has yielded<00:02:37.040><c> based</c><00:02:37.440><c> on</c><00:02:37.599><c> the</c><00:02:37.840><c> k</c> yielded based on the k yielded based on the k here<00:02:38.959><c> you</c><00:02:39.200><c> know</c><00:02:39.440><c> that</c><00:02:39.680><c> you</c><00:02:39.840><c> need</c><00:02:40.080><c> to</c><00:02:40.319><c> find</c><00:02:40.720><c> a</c><00:02:40.959><c> s</c> here you know that you need to find a s here you know that you need to find a s prime<00:02:41.599><c> then</c> prime then prime then a<00:02:42.239><c> s</c><00:02:43.680><c> based</c><00:02:44.000><c> on</c><00:02:44.160><c> the</c><00:02:44.319><c> ratio</c> a s based on the ratio a s based on the ratio d<00:02:45.440><c> prime</c><00:02:45.840><c> for</c><00:02:46.080><c> d</c><00:02:46.480><c> here</c><00:02:47.200><c> you</c><00:02:47.440><c> know</c><00:02:47.760><c> that</c><00:02:48.080><c> you</c><00:02:48.239><c> can</c> d prime for d here you know that you can d prime for d here you know that you can use<00:02:48.959><c> full</c><00:02:49.360><c> capacity</c> use full capacity use full capacity of<00:02:50.720><c> the</c><00:02:51.280><c> compressive</c><00:02:52.080><c> steel</c><00:02:52.480><c> bar</c> of the compressive steel bar of the compressive steel bar this<00:02:54.319><c> is</c><00:02:54.480><c> the</c><00:02:54.720><c> equations</c><00:02:55.680><c> for</c><00:02:55.840><c> the</c><00:02:56.080><c> ax</c><00:02:56.560><c> prime</c> this is the equations for the ax prime this is the equations for the ax prime when<00:02:57.440><c> the</c><00:02:57.680><c> compresses</c><00:02:58.480><c> still</c><00:02:59.519><c> far</c> when the compresses still far when the compresses still far can<00:03:00.480><c> be</c><00:03:00.720><c> used</c><00:03:01.120><c> at</c><00:03:01.200><c> the</c><00:03:01.360><c> full</c><00:03:01.680><c> capacity</c> can be used at the full capacity can be used at the full capacity the<00:03:03.760><c> required</c><00:03:04.400><c> amount</c><00:03:05.040><c> of</c><00:03:05.200><c> the</c><00:03:05.360><c> compresses</c> the required amount of the compresses the required amount of the compresses still<00:03:06.400><c> bar</c> still bar still bar is<00:03:07.200><c> 4</c><00:03:07.519><c> 3</c><00:03:07.840><c> 8</c><00:03:08.159><c> mn</c><00:03:08.480><c> square</c><00:03:09.840><c> substitute</c> is 4 3 8 mn square substitute is 4 3 8 mn square substitute a<00:03:10.879><c> s</c><00:03:11.120><c> prime</c><00:03:11.599><c> into</c><00:03:12.080><c> the</c><00:03:12.319><c> equation</c><00:03:13.120><c> here</c> a s prime into the equation here a s prime into the equation here you<00:03:14.640><c> will</c><00:03:14.879><c> obtain</c><00:03:15.440><c> the</c><00:03:15.920><c> a</c><00:03:16.159><c> s</c><00:03:16.560><c> required</c> you will obtain the a s required you will obtain the a s required equals<00:03:18.159><c> to</c><00:03:19.239><c> 1777</c><00:03:20.480><c> mn</c><00:03:20.879><c> square</c> equals to 1777 mn square equals to 1777 mn square with<00:03:22.319><c> that</c><00:03:22.800><c> you</c><00:03:22.959><c> need</c><00:03:23.200><c> to</c><00:03:23.680><c> provide</c> with that you need to provide with that you need to provide reinforcement<00:03:25.519><c> by</c> reinforcement by reinforcement by area<00:03:26.480><c> slightly</c><00:03:27.120><c> bigger</c><00:03:27.680><c> than</c><00:03:28.080><c> this</c><00:03:28.519><c> value</c>
52	Eono6nD4XuU	4.12 Example 2: Doubly reinforced section	https://www.youtube.com/watch?v=Eono6nD4XuU	4.12_Example_2_-_Doubly_reinforced_section.en.vtt	let's<00:00:00.399><c> try</c><00:00:00.880><c> another</c><00:00:01.520><c> example</c><00:00:02.240><c> to</c><00:00:02.639><c> design</c> let's try another example to design let's try another example to design for<00:00:03.600><c> a</c><00:00:03.840><c> doubly</c><00:00:04.400><c> reinforced</c><00:00:05.279><c> section</c> the<00:00:08.559><c> sections</c><00:00:09.280><c> is</c><00:00:09.519><c> given</c><00:00:10.080><c> here</c> the sections is given here the sections is given here it<00:00:11.840><c> has</c><00:00:12.240><c> a</c><00:00:12.480><c> depth</c><00:00:12.880><c> of</c><00:00:13.280><c> 5</c><00:00:13.679><c> 1</c><00:00:14.000><c> 0</c> it has a depth of 5 1 0 it has a depth of 5 1 0 and<00:00:15.440><c> the</c><00:00:15.679><c> width</c><00:00:16.000><c> of</c><00:00:16.400><c> 280</c><00:00:17.440><c> mm</c> and the width of 280 mm and the width of 280 mm the<00:00:20.240><c> compression</c><00:00:20.880><c> steel</c><00:00:21.279><c> bar</c><00:00:21.680><c> is</c><00:00:21.920><c> given</c><00:00:22.400><c> as</c> the compression steel bar is given as the compression steel bar is given as 628<00:00:23.840><c> mm</c><00:00:24.240><c> square</c><00:00:25.439><c> and</c><00:00:25.680><c> the</c><00:00:25.920><c> tension</c><00:00:26.400><c> still</c><00:00:26.800><c> bar</c> 628 mm square and the tension still bar 628 mm square and the tension still bar is<00:00:27.359><c> given</c><00:00:27.840><c> as</c> is given as is given as 1<00:00:29.279><c> 0</c><00:00:29.679><c> mm</c><00:00:30.080><c> square</c> 1 0 mm square 1 0 mm square the<00:00:32.640><c> positions</c><00:00:33.440><c> of</c><00:00:33.520><c> the</c><00:00:33.760><c> compresses</c><00:00:34.480><c> diva</c> the positions of the compresses diva the positions of the compresses diva is<00:00:35.520><c> determined</c><00:00:36.320><c> as</c><00:00:37.040><c> 50</c><00:00:37.600><c> mm</c><00:00:38.079><c> from</c><00:00:38.320><c> the</c><00:00:38.559><c> top</c> is determined as 50 mm from the top is determined as 50 mm from the top of<00:00:39.280><c> the</c><00:00:39.920><c> beam</c><00:00:41.360><c> the</c><00:00:41.600><c> steel</c><00:00:42.000><c> strength</c> of the beam the steel strength of the beam the steel strength is<00:00:42.800><c> 500</c><00:00:43.440><c> newton</c><00:00:43.920><c> per</c><00:00:44.160><c> mm</c><00:00:44.559><c> square</c><00:00:45.440><c> and</c><00:00:45.760><c> the</c> is 500 newton per mm square and the is 500 newton per mm square and the compressive<00:00:46.640><c> strength</c><00:00:47.039><c> of</c><00:00:47.120><c> the</c><00:00:47.280><c> concrete</c> compressive strength of the concrete compressive strength of the concrete is<00:00:48.320><c> 25</c><00:00:49.039><c> newton</c><00:00:49.520><c> per</c><00:00:49.840><c> mm</c><00:00:50.239><c> square</c> is 25 newton per mm square is 25 newton per mm square the<00:00:52.160><c> questions</c><00:00:52.719><c> asked</c><00:00:53.039><c> us</c><00:00:53.280><c> to</c><00:00:53.680><c> determine</c><00:00:54.399><c> the</c> the questions asked us to determine the the questions asked us to determine the ultimate<00:00:55.440><c> moment</c><00:00:55.840><c> resistance</c><00:00:56.559><c> of</c><00:00:56.719><c> the</c><00:00:56.879><c> cross</c> ultimate moment resistance of the cross ultimate moment resistance of the cross sections sections sections you<00:00:59.680><c> may</c><00:01:00.000><c> pause</c><00:01:00.320><c> the</c><00:01:00.480><c> video</c><00:01:00.879><c> for</c><00:01:01.039><c> a</c><00:01:01.280><c> while</c><00:01:01.920><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:02.480><c> to</c><00:01:02.800><c> work</c><00:01:03.120><c> out</c><00:01:03.280><c> the</c><00:01:03.680><c> solution</c> you to work out the solution you to work out the solution to<00:01:06.159><c> solve</c><00:01:06.560><c> these</c><00:01:06.880><c> questions</c><00:01:08.000><c> first</c><00:01:08.400><c> you</c><00:01:08.560><c> need</c> to solve these questions first you need to solve these questions first you need to to to draw<00:01:09.680><c> the</c><00:01:10.080><c> transport</c><00:01:10.720><c> diagram</c><00:01:11.280><c> of</c><00:01:11.439><c> the</c> draw the transport diagram of the draw the transport diagram of the sections sections sections there<00:01:14.000><c> will</c><00:01:14.159><c> be</c><00:01:14.560><c> a</c><00:01:14.880><c> neutral</c><00:01:15.439><c> axis</c><00:01:16.080><c> at</c><00:01:16.240><c> the</c> there will be a neutral axis at the there will be a neutral axis at the positions<00:01:17.200><c> of</c> positions of positions of x<00:01:19.840><c> and</c><00:01:20.320><c> a</c><00:01:20.479><c> compressive</c><00:01:21.200><c> stress</c><00:01:21.680><c> plot</c> x and a compressive stress plot x and a compressive stress plot at<00:01:22.320><c> the</c><00:01:22.479><c> compression</c><00:01:23.119><c> region</c> at the compression region at the compression region the<00:01:25.520><c> height</c><00:01:25.840><c> of</c><00:01:26.000><c> the</c><00:01:26.320><c> compressive</c><00:01:26.880><c> stress</c> the height of the compressive stress the height of the compressive stress plot<00:01:27.680><c> is</c><00:01:28.000><c> equals</c><00:01:28.560><c> to</c> plot is equals to plot is equals to 0.8<00:01:30.079><c> times</c><00:01:30.640><c> the</c><00:01:31.200><c> height</c><00:01:31.520><c> of</c><00:01:31.600><c> the</c><00:01:31.840><c> x</c> 0.8 times the height of the x 0.8 times the height of the x the<00:01:34.400><c> design</c><00:01:34.960><c> compressive</c><00:01:35.600><c> strength</c><00:01:36.000><c> of</c><00:01:36.159><c> the</c> the design compressive strength of the the design compressive strength of the concrete<00:01:36.960><c> is</c><00:01:37.280><c> equals</c><00:01:37.840><c> to</c> concrete is equals to concrete is equals to 0.567<00:01:40.000><c> fck</c> 0.567 fck 0.567 fck the<00:01:42.640><c> compresses</c><00:01:43.520><c> force</c><00:01:44.240><c> generated</c><00:01:45.119><c> by</c><00:01:45.439><c> the</c> the compresses force generated by the the compresses force generated by the concrete<00:01:46.320><c> it</c><00:01:46.479><c> will</c><00:01:46.799><c> be</c> concrete it will be concrete it will be occurring<00:01:47.759><c> at</c><00:01:47.920><c> the</c><00:01:48.159><c> centroid</c><00:01:48.720><c> of</c><00:01:48.880><c> the</c><00:01:49.439><c> stress</c> occurring at the centroid of the stress occurring at the centroid of the stress block block block of<00:01:50.640><c> the</c><00:01:50.799><c> concrete</c><00:01:52.799><c> and</c><00:01:53.119><c> the</c><00:01:53.360><c> compressed</c> of the concrete and the compressed of the concrete and the compressed stress<00:01:54.720><c> of</c><00:01:54.880><c> the</c><00:01:55.040><c> steel</c><00:01:55.439><c> bar</c><00:01:55.840><c> it</c><00:01:56.000><c> will</c><00:01:56.240><c> be</c><00:01:56.719><c> at</c> stress of the steel bar it will be at stress of the steel bar it will be at the the the positions<00:01:58.880><c> aligned</c><00:01:59.520><c> to</c><00:01:59.840><c> the</c><00:02:00.240><c> compression</c> positions aligned to the compression positions aligned to the compression steel steel steel from<00:02:02.719><c> the</c><00:02:03.040><c> stress</c><00:02:03.520><c> plot</c><00:02:03.840><c> developed</c><00:02:04.479><c> here</c> from the stress plot developed here from the stress plot developed here we<00:02:06.240><c> produce</c><00:02:06.880><c> an</c><00:02:07.119><c> equation</c><00:02:08.000><c> of</c><00:02:08.239><c> static</c> we produce an equation of static we produce an equation of static equilibrium equilibrium equilibrium taking<00:02:11.360><c> sigma</c><00:02:12.000><c> fx</c><00:02:12.560><c> equals</c><00:02:12.959><c> to</c><00:02:13.200><c> 0</c> taking sigma fx equals to 0 taking sigma fx equals to 0 we<00:02:14.319><c> know</c><00:02:14.720><c> that</c><00:02:15.440><c> the</c><00:02:15.920><c> tension</c><00:02:16.560><c> force</c> we know that the tension force we know that the tension force in<00:02:17.280><c> the</c><00:02:17.680><c> tension</c><00:02:18.160><c> steel</c><00:02:18.879><c> it</c><00:02:19.040><c> will</c><00:02:19.280><c> be</c><00:02:19.680><c> equals</c> in the tension steel it will be equals in the tension steel it will be equals to to to the<00:02:20.800><c> summations</c><00:02:21.680><c> of</c><00:02:21.920><c> the</c><00:02:22.239><c> compressive</c><00:02:23.520><c> force</c> the summations of the compressive force the summations of the compressive force due<00:02:24.319><c> to</c><00:02:24.560><c> the</c><00:02:24.720><c> concrete</c><00:02:25.440><c> and</c><00:02:25.599><c> the</c><00:02:25.760><c> compressive</c> due to the concrete and the compressive due to the concrete and the compressive steel steel steel assuming<00:02:28.800><c> all</c><00:02:29.120><c> the</c><00:02:29.360><c> steel</c><00:02:29.840><c> bar</c><00:02:30.319><c> has</c><00:02:30.640><c> already</c> assuming all the steel bar has already assuming all the steel bar has already yielded yielded yielded the<00:02:33.360><c> forces</c><00:02:34.160><c> due</c><00:02:34.480><c> to</c><00:02:34.720><c> the</c><00:02:34.879><c> steel</c><00:02:35.280><c> bar</c><00:02:35.840><c> is</c> the forces due to the steel bar is the forces due to the steel bar is determined<00:02:37.280><c> by</c><00:02:37.760><c> the</c><00:02:38.239><c> design</c><00:02:38.720><c> stress</c> determined by the design stress determined by the design stress multiplied<00:02:40.080><c> the</c><00:02:40.319><c> area</c> multiplied the area multiplied the area of<00:02:41.040><c> the</c><00:02:41.200><c> steel</c><00:02:41.599><c> bar</c><00:02:43.519><c> the</c><00:02:43.680><c> compresses</c><00:02:44.560><c> force</c> of the steel bar the compresses force of the steel bar the compresses force due<00:02:45.200><c> to</c><00:02:45.360><c> the</c><00:02:45.599><c> concrete</c> due to the concrete due to the concrete is<00:02:46.400><c> determined</c><00:02:47.040><c> by</c><00:02:47.440><c> multiplying</c><00:02:48.239><c> the</c><00:02:48.480><c> design</c> is determined by multiplying the design is determined by multiplying the design stress<00:02:49.440><c> of</c><00:02:49.599><c> the</c><00:02:49.760><c> concrete</c> stress of the concrete stress of the concrete with<00:02:51.040><c> the</c><00:02:51.360><c> height</c><00:02:51.680><c> of</c><00:02:51.760><c> the</c><00:02:52.000><c> stress</c><00:02:52.319><c> plot</c><00:02:53.120><c> and</c> with the height of the stress plot and with the height of the stress plot and also also also the<00:02:54.160><c> width</c><00:02:54.480><c> of</c><00:02:54.640><c> the</c><00:02:55.040><c> concrete</c> the width of the concrete the width of the concrete there<00:02:57.280><c> will</c><00:02:57.440><c> be</c><00:02:57.840><c> one</c><00:02:58.239><c> unknown</c><00:02:58.720><c> here</c> solve<00:03:01.440><c> the</c><00:03:01.680><c> equations</c><00:03:02.560><c> you</c><00:03:02.959><c> obtain</c><00:03:03.519><c> s</c><00:03:03.840><c> equals</c> solve the equations you obtain s equals solve the equations you obtain s equals to to to 195<00:03:05.599><c> mm</c><00:03:07.200><c> then</c><00:03:07.519><c> you</c><00:03:07.760><c> find</c><00:03:08.080><c> the</c><00:03:08.319><c> positions</c><00:03:09.120><c> of</c> 195 mm then you find the positions of 195 mm then you find the positions of the<00:03:09.440><c> neutral</c><00:03:10.000><c> axis</c> the neutral axis the neutral axis by<00:03:10.800><c> using</c><00:03:11.200><c> these</c><00:03:11.519><c> equations</c> by using these equations by using these equations based<00:03:14.239><c> on</c><00:03:14.400><c> the</c><00:03:14.640><c> ratio</c><00:03:15.280><c> expert</c><00:03:15.760><c> d</c><00:03:16.239><c> equals</c><00:03:16.800><c> to</c> based on the ratio expert d equals to based on the ratio expert d equals to 0.48 0.48 0.48 which<00:03:18.879><c> is</c><00:03:19.200><c> less</c><00:03:19.519><c> than</c><00:03:20.519><c> 0.617</c> which is less than 0.617 which is less than 0.617 you<00:03:22.400><c> know</c><00:03:22.720><c> that</c><00:03:22.959><c> the</c><00:03:23.120><c> tension</c><00:03:23.599><c> still</c><00:03:24.159><c> would</c> you know that the tension still would you know that the tension still would have<00:03:24.799><c> yield</c> have yield have yield next<00:03:26.879><c> you</c><00:03:27.040><c> need</c><00:03:27.280><c> to</c><00:03:27.599><c> determine</c><00:03:28.400><c> the</c><00:03:28.799><c> moment</c> next you need to determine the moment next you need to determine the moment about<00:03:29.840><c> the</c> about the about the tension<00:03:30.879><c> still</c><00:03:32.159><c> it</c><00:03:32.400><c> is</c><00:03:32.720><c> calculated</c> tension still it is calculated tension still it is calculated by<00:03:34.400><c> multiplying</c><00:03:35.360><c> fcc</c><00:03:36.319><c> with</c><00:03:36.560><c> the</c><00:03:36.720><c> lever</c> by multiplying fcc with the lever by multiplying fcc with the lever arm<00:03:37.440><c> here</c><00:03:38.319><c> and</c><00:03:38.799><c> fsc</c><00:03:39.760><c> with</c><00:03:40.080><c> the</c><00:03:40.400><c> lever</c><00:03:40.879><c> arm</c><00:03:41.200><c> here</c> the<00:03:43.840><c> lever</c><00:03:44.239><c> arm</c><00:03:44.640><c> for</c><00:03:45.040><c> the</c><00:03:45.360><c> fcc</c> the lever arm for the fcc the lever arm for the fcc is<00:03:47.040><c> determined</c><00:03:47.760><c> by</c><00:03:48.239><c> minusing</c><00:03:48.959><c> the</c><00:03:49.280><c> d</c> is determined by minusing the d is determined by minusing the d with<00:03:50.640><c> half</c><00:03:51.200><c> of</c><00:03:51.440><c> the</c><00:03:51.760><c> height</c><00:03:52.159><c> of</c><00:03:52.319><c> the</c><00:03:52.480><c> stress</c> with half of the height of the stress with half of the height of the stress plot plot plot as<00:03:54.640><c> for</c><00:03:54.879><c> the</c><00:03:55.040><c> lever</c><00:03:55.519><c> arm</c><00:03:55.760><c> for</c><00:03:56.000><c> the</c><00:03:56.360><c> fsc</c> as for the lever arm for the fsc as for the lever arm for the fsc it<00:03:58.239><c> is</c><00:03:58.400><c> determined</c><00:03:59.040><c> by</c><00:03:59.439><c> minusing</c><00:04:00.080><c> the</c><00:04:00.319><c> d</c> it is determined by minusing the d it is determined by minusing the d with<00:04:01.439><c> the</c><00:04:02.000><c> d</c><00:04:02.239><c> prime</c> with the d prime with the d prime the<00:04:04.799><c> force</c><00:04:05.200><c> fcc</c><00:04:06.239><c> and</c><00:04:06.560><c> fsc</c> the force fcc and fsc the force fcc and fsc is<00:04:07.760><c> actually</c><00:04:08.400><c> based</c><00:04:08.799><c> on</c><00:04:08.959><c> the</c><00:04:09.200><c> equations</c><00:04:10.000><c> here</c> is actually based on the equations here is actually based on the equations here with<00:04:12.159><c> that</c><00:04:12.560><c> the</c><00:04:12.799><c> equations</c><00:04:13.599><c> to</c><00:04:13.840><c> determine</c><00:04:14.560><c> the</c> with that the equations to determine the with that the equations to determine the moment moment moment of<00:04:15.760><c> the</c><00:04:16.079><c> cross</c><00:04:16.400><c> sections</c><00:04:17.199><c> is</c><00:04:17.359><c> given</c><00:04:17.840><c> here</c> substitute<00:04:20.959><c> the</c><00:04:21.280><c> relevant</c><00:04:21.919><c> value</c><00:04:22.400><c> into</c><00:04:22.880><c> the</c> substitute the relevant value into the substitute the relevant value into the equations equations equations you<00:04:24.639><c> obtain</c><00:04:25.120><c> the</c><00:04:25.360><c> moment</c><00:04:25.919><c> equals</c><00:04:26.479><c> to</c><00:04:26.960><c> 443</c><00:04:27.840><c> kilo</c> you obtain the moment equals to 443 kilo you obtain the moment equals to 443 kilo newton<00:04:28.800><c> meter</c> newton meter newton meter theoretically<00:04:31.520><c> you</c><00:04:31.759><c> need</c><00:04:32.000><c> to</c><00:04:32.400><c> check</c><00:04:32.639><c> the</c> theoretically you need to check the theoretically you need to check the ratio ratio ratio of<00:04:34.160><c> d</c><00:04:34.479><c> prime</c><00:04:34.880><c> per</c><00:04:35.199><c> d</c><00:04:35.919><c> in</c><00:04:36.080><c> order</c><00:04:36.560><c> to</c> of d prime per d in order to of d prime per d in order to determine<00:04:37.759><c> whether</c><00:04:38.240><c> the</c><00:04:38.639><c> compresses</c><00:04:39.360><c> steel</c> determine whether the compresses steel determine whether the compresses steel bar<00:04:40.160><c> has</c> bar has bar has yielded<00:04:42.080><c> since</c><00:04:42.479><c> you</c><00:04:42.800><c> assume</c> yielded since you assume yielded since you assume the<00:04:44.320><c> steel</c><00:04:44.880><c> bar</c><00:04:45.280><c> has</c><00:04:45.600><c> suited</c><00:04:46.080><c> throughout</c><00:04:46.560><c> your</c> the steel bar has suited throughout your the steel bar has suited throughout your calculations calculations calculations dividing<00:04:49.600><c> 50</c><00:04:50.240><c> with</c><00:04:50.720><c> 510</c> dividing 50 with 510 dividing 50 with 510 you<00:04:52.320><c> obtain</c><00:04:52.800><c> the</c><00:04:53.199><c> ratio</c><00:04:53.840><c> equals</c><00:04:54.320><c> to</c><00:04:54.840><c> 0.09</c> the<00:04:58.240><c> ratio</c><00:04:58.880><c> is</c><00:04:59.280><c> less</c><00:04:59.520><c> than</c><00:05:00.600><c> 0.171</c> the ratio is less than 0.171 the ratio is less than 0.171 that<00:05:02.560><c> means</c><00:05:02.880><c> the</c><00:05:03.199><c> compresses</c><00:05:04.080><c> dual</c><00:05:04.400><c> bar</c><00:05:04.880><c> has</c> that means the compresses dual bar has that means the compresses dual bar has already<00:05:05.840><c> yielded</c><00:05:06.320><c> at</c><00:05:06.560><c> the</c><00:05:06.720><c> ultimate</c><00:05:07.360><c> state</c> already yielded at the ultimate state already yielded at the ultimate state so<00:05:09.360><c> your</c><00:05:09.680><c> assumptions</c><00:05:10.639><c> that</c><00:05:11.039><c> the</c><00:05:11.759><c> compressive</c> so your assumptions that the compressive so your assumptions that the compressive stress<00:05:13.039><c> within</c><00:05:13.520><c> the</c><00:05:13.759><c> compression</c><00:05:14.400><c> steel</c><00:05:14.800><c> bar</c> stress within the compression steel bar stress within the compression steel bar here<00:05:15.840><c> is</c><00:05:16.160><c> valid</c>
53	8xGc1BM2YJQ	4.13 Flange section in bending at ULS	https://www.youtube.com/watch?v=8xGc1BM2YJQ	4.13_Flange_section_in_bending_at_ULS.en.vtt	flank<00:00:00.799><c> sections</c><00:00:01.599><c> in</c><00:00:01.920><c> bending</c><00:00:02.639><c> at</c><00:00:02.879><c> ultimate</c> flank sections in bending at ultimate flank sections in bending at ultimate limit<00:00:03.840><c> states</c> limit states limit states the<00:00:05.920><c> being</c><00:00:06.319><c> with</c><00:00:06.640><c> land</c><00:00:07.040><c> in</c><00:00:07.359><c> compressions</c> the being with land in compressions the being with land in compressions which<00:00:09.040><c> can</c> which can which can assist<00:00:10.080><c> in</c><00:00:10.400><c> the</c><00:00:10.559><c> form</c><00:00:11.040><c> of</c><00:00:11.519><c> t</c><00:00:12.080><c> or</c> assist in the form of t or assist in the form of t or l<00:00:12.880><c> sections</c><00:00:13.920><c> can</c><00:00:14.160><c> be</c><00:00:14.559><c> designed</c><00:00:15.200><c> in</c><00:00:15.360><c> a</c><00:00:15.519><c> similar</c> l sections can be designed in a similar l sections can be designed in a similar manner manner manner as<00:00:17.359><c> per</c><00:00:17.920><c> a</c><00:00:18.400><c> typical</c><00:00:19.119><c> rectangular</c> as per a typical rectangular as per a typical rectangular sections<00:00:21.279><c> based</c><00:00:21.680><c> on</c><00:00:22.000><c> the</c><00:00:22.320><c> stress</c><00:00:22.720><c> block</c> sections based on the stress block sections based on the stress block diagram diagram diagram the<00:00:25.199><c> flange</c><00:00:25.760><c> is</c><00:00:26.160><c> referring</c><00:00:26.800><c> to</c><00:00:27.279><c> the</c><00:00:27.680><c> extruded</c> the flange is referring to the extruded the flange is referring to the extruded part part part from<00:00:29.760><c> a</c><00:00:30.080><c> typical</c><00:00:30.720><c> reinforced</c><00:00:31.519><c> concrete</c><00:00:32.160><c> beam</c> from a typical reinforced concrete beam from a typical reinforced concrete beam it<00:00:34.079><c> is</c><00:00:34.480><c> normally</c><00:00:35.200><c> due</c><00:00:35.600><c> to</c><00:00:36.000><c> the</c><00:00:36.239><c> slab</c> it is normally due to the slab it is normally due to the slab which<00:00:37.440><c> is</c><00:00:37.960><c> monolithically</c><00:00:39.200><c> connected</c><00:00:39.840><c> to</c><00:00:40.000><c> the</c> which is monolithically connected to the which is monolithically connected to the beam beam beam and<00:00:41.840><c> the</c><00:00:42.079><c> slab</c><00:00:42.559><c> can</c><00:00:42.800><c> be</c><00:00:43.120><c> taken</c><00:00:43.600><c> as</c><00:00:44.079><c> a</c><00:00:44.320><c> part</c> and the slab can be taken as a part and the slab can be taken as a part of<00:00:45.120><c> the</c><00:00:45.440><c> beam</c><00:00:46.239><c> in</c><00:00:46.640><c> resisting</c><00:00:47.360><c> the</c><00:00:47.600><c> load</c> of the beam in resisting the load of the beam in resisting the load as<00:00:50.000><c> the</c><00:00:50.239><c> flame</c><00:00:50.800><c> provides</c><00:00:51.440><c> a</c><00:00:51.680><c> large</c> as the flame provides a large as the flame provides a large compressive<00:00:52.960><c> areas</c> compressive areas compressive areas the<00:00:54.640><c> compression</c><00:00:55.360><c> steel</c><00:00:56.000><c> is</c><00:00:56.160><c> normally</c><00:00:56.800><c> not</c> the compression steel is normally not the compression steel is normally not required required required therefore<00:00:59.760><c> a</c><00:01:00.000><c> typical</c><00:01:00.800><c> flank</c><00:01:01.440><c> section</c> therefore a typical flank section therefore a typical flank section is<00:01:03.199><c> designed</c><00:01:03.920><c> as</c><00:01:04.320><c> a</c><00:01:04.720><c> singly</c><00:01:05.439><c> reinforced</c> is designed as a singly reinforced is designed as a singly reinforced sections sections sections for<00:01:08.880><c> a</c><00:01:09.119><c> singly</c><00:01:09.680><c> rainfall</c><00:01:10.240><c> sections</c><00:01:11.360><c> there</c><00:01:11.680><c> are</c> for a singly rainfall sections there are for a singly rainfall sections there are two<00:01:12.560><c> possible</c><00:01:13.280><c> conditions</c><00:01:14.880><c> where</c> two possible conditions where two possible conditions where the<00:01:15.680><c> stress</c><00:01:16.159><c> plot</c><00:01:16.640><c> lies</c><00:01:17.200><c> within</c><00:01:17.680><c> the</c> the stress plot lies within the the stress plot lies within the compressive<00:01:18.799><c> length</c> compressive length compressive length as<00:01:19.920><c> indicated</c><00:01:20.799><c> here</c> this<00:01:24.000><c> is</c><00:01:24.320><c> the</c><00:01:24.720><c> stress</c><00:01:25.200><c> block</c> this is the stress block this is the stress block and<00:01:27.360><c> the</c><00:01:27.680><c> height</c><00:01:28.000><c> of</c><00:01:28.159><c> the</c><00:01:28.320><c> stress</c><00:01:28.720><c> block</c><00:01:29.119><c> here</c> and the height of the stress block here and the height of the stress block here as as as is<00:01:31.040><c> within</c><00:01:31.759><c> the</c><00:01:32.479><c> height</c><00:01:32.880><c> of</c><00:01:33.119><c> the</c><00:01:33.520><c> flank</c> is within the height of the flank is within the height of the flank the<00:01:35.680><c> other</c><00:01:36.159><c> possible</c><00:01:36.799><c> conditions</c><00:01:37.680><c> is</c><00:01:38.400><c> the</c> the other possible conditions is the the other possible conditions is the stress<00:01:39.119><c> plot</c><00:01:39.520><c> extend</c><00:01:40.159><c> below</c><00:01:40.640><c> the</c><00:01:40.799><c> flank</c> stress plot extend below the flank stress plot extend below the flank this<00:01:42.960><c> means</c><00:01:43.360><c> that</c><00:01:44.000><c> the</c><00:01:44.320><c> height</c><00:01:44.640><c> of</c><00:01:44.720><c> the</c><00:01:44.960><c> stress</c> this means that the height of the stress this means that the height of the stress block<00:01:45.680><c> here</c> block here block here is<00:01:47.119><c> exceeding</c><00:01:47.759><c> the</c><00:01:48.000><c> height</c><00:01:48.399><c> of</c><00:01:48.479><c> the</c><00:01:48.640><c> flange</c> is exceeding the height of the flange is exceeding the height of the flange and and and penetrate<00:01:50.640><c> into</c><00:01:51.439><c> the</c><00:01:52.240><c> part</c><00:01:52.640><c> of</c><00:01:52.880><c> the</c><00:01:53.280><c> web</c><00:01:53.680><c> of</c> penetrate into the part of the web of penetrate into the part of the web of the the the flank<00:01:55.600><c> section</c><00:01:56.640><c> with</c><00:01:56.960><c> that</c><00:01:57.360><c> we</c><00:01:57.600><c> can</c><00:01:58.000><c> typically</c> flank section with that we can typically flank section with that we can typically term<00:01:59.280><c> this</c><00:01:59.680><c> situation</c><00:02:00.880><c> as</c><00:02:01.680><c> s</c> term this situation as s term this situation as s less<00:02:02.399><c> than</c><00:02:02.640><c> h</c><00:02:03.040><c> f</c><00:02:04.000><c> well</c><00:02:04.479><c> this</c><00:02:04.880><c> situation</c> less than h f well this situation less than h f well this situation as<00:02:06.640><c> s</c><00:02:07.119><c> is</c><00:02:07.439><c> more</c><00:02:07.680><c> than</c><00:02:08.080><c> hf</c> as s is more than hf as s is more than hf it<00:02:10.160><c> is</c><00:02:10.399><c> noted</c><00:02:10.879><c> that</c><00:02:11.360><c> the</c><00:02:11.680><c> s</c><00:02:12.080><c> here</c><00:02:12.720><c> is</c> it is noted that the s here is it is noted that the s here is equals<00:02:14.239><c> to</c><00:02:14.680><c> 0.8</c><00:02:15.840><c> times</c><00:02:16.319><c> the</c><00:02:16.640><c> x</c><00:02:16.959><c> here</c> equals to 0.8 times the x here equals to 0.8 times the x here it<00:02:19.040><c> is</c><00:02:19.440><c> not</c><00:02:19.680><c> necessary</c><00:02:20.560><c> that</c><00:02:20.800><c> the</c><00:02:21.120><c> x</c><00:02:21.440><c> has</c><00:02:21.760><c> to</c> it is not necessary that the x has to it is not necessary that the x has to be<00:02:22.720><c> always</c><00:02:23.440><c> less</c><00:02:23.760><c> than</c><00:02:24.080><c> the</c><00:02:24.239><c> hf</c> be always less than the hf be always less than the hf the<00:02:26.959><c> positions</c><00:02:27.760><c> of</c><00:02:27.840><c> the</c><00:02:28.080><c> neutral</c><00:02:28.640><c> axis</c><00:02:29.360><c> may</c> the positions of the neutral axis may the positions of the neutral axis may exceed<00:02:30.480><c> slightly</c><00:02:31.200><c> the</c><00:02:31.440><c> height</c><00:02:31.840><c> of</c><00:02:31.920><c> the</c><00:02:32.080><c> hf</c> exceed slightly the height of the hf exceed slightly the height of the hf as<00:02:33.360><c> long</c><00:02:33.760><c> as</c><00:02:34.160><c> the</c><00:02:34.560><c> s</c><00:02:34.879><c> here</c><00:02:35.280><c> the</c><00:02:35.599><c> height</c> as long as the s here the height as long as the s here the height of<00:02:36.160><c> the</c><00:02:36.480><c> stress</c><00:02:36.879><c> block</c><00:02:37.840><c> within</c><00:02:38.400><c> the</c><00:02:38.720><c> hf</c> of the stress block within the hf of the stress block within the hf due<00:02:40.800><c> to</c><00:02:41.120><c> the</c><00:02:41.360><c> differences</c><00:02:42.160><c> between</c><00:02:42.720><c> the</c> due to the differences between the due to the differences between the stress<00:02:43.519><c> plot</c> stress plot stress plot here<00:02:45.760><c> the</c><00:02:46.160><c> calculations</c><00:02:47.200><c> of</c><00:02:47.280><c> the</c><00:02:47.519><c> bending</c> here the calculations of the bending here the calculations of the bending strength strength strength for<00:02:49.040><c> the</c><00:02:49.280><c> flank</c><00:02:49.760><c> sections</c><00:02:50.560><c> under</c><00:02:51.040><c> different</c> for the flank sections under different for the flank sections under different conditions conditions conditions differ<00:02:53.440><c> slightly</c><00:02:55.200><c> this</c><00:02:55.519><c> will</c><00:02:55.680><c> be</c><00:02:55.920><c> discussed</c> differ slightly this will be discussed differ slightly this will be discussed in<00:02:57.200><c> the</c><00:02:57.519><c> following</c><00:02:58.200><c> videos</c>
54	3Q0yAJFoZMo	4.14 Flange section with stress block within flange	https://www.youtube.com/watch?v=3Q0yAJFoZMo	4.14_Flange_section_with_stress_block_within_flange.en.vtt	in<00:00:00.480><c> the</c><00:00:00.880><c> previous</c><00:00:01.360><c> videos</c><00:00:02.240><c> we</c><00:00:02.560><c> have</c><00:00:02.960><c> discussed</c> in the previous videos we have discussed in the previous videos we have discussed about about about the<00:00:05.040><c> flank</c><00:00:05.440><c> sections</c><00:00:06.240><c> can</c><00:00:06.640><c> exist</c><00:00:07.279><c> in</c><00:00:07.600><c> two</c> the flank sections can exist in two the flank sections can exist in two conditions conditions conditions where<00:00:10.000><c> the</c><00:00:10.240><c> stress</c><00:00:10.639><c> block</c><00:00:11.040><c> can</c><00:00:11.360><c> lie</c><00:00:11.840><c> within</c> where the stress block can lie within where the stress block can lie within the the the compressive<00:00:13.519><c> length</c><00:00:14.320><c> or</c><00:00:14.880><c> it</c><00:00:15.120><c> can</c><00:00:15.519><c> extend</c> compressive length or it can extend compressive length or it can extend beyond<00:00:16.800><c> the</c><00:00:17.199><c> plank</c><00:00:18.960><c> in</c><00:00:19.199><c> this</c><00:00:19.520><c> video</c> beyond the plank in this video beyond the plank in this video we're<00:00:20.560><c> going</c><00:00:20.960><c> to</c><00:00:21.439><c> discuss</c><00:00:22.160><c> the</c><00:00:22.560><c> conditions</c> we're going to discuss the conditions we're going to discuss the conditions where<00:00:24.000><c> the</c><00:00:24.240><c> stress</c><00:00:24.720><c> plot</c><00:00:25.119><c> lies</c><00:00:25.599><c> within</c><00:00:26.080><c> the</c> where the stress plot lies within the where the stress plot lies within the compresses<00:00:27.119><c> plane</c> compresses plane compresses plane when<00:00:29.840><c> the</c><00:00:30.240><c> transport</c><00:00:30.960><c> height</c><00:00:31.519><c> s</c><00:00:32.000><c> is</c> when the transport height s is when the transport height s is less<00:00:32.800><c> than</c><00:00:33.120><c> hf</c><00:00:34.239><c> we</c><00:00:34.399><c> will</c><00:00:34.719><c> know</c><00:00:35.120><c> that</c> less than hf we will know that less than hf we will know that the<00:00:35.760><c> effective</c><00:00:36.480><c> compressive</c><00:00:37.280><c> regions</c><00:00:38.079><c> of</c><00:00:38.399><c> the</c> the effective compressive regions of the the effective compressive regions of the sections<00:00:40.719><c> it</c><00:00:40.879><c> will</c><00:00:41.120><c> be</c><00:00:41.520><c> within</c><00:00:42.160><c> the</c><00:00:42.640><c> area</c><00:00:43.200><c> of</c> sections it will be within the area of sections it will be within the area of the<00:00:43.760><c> flank</c> the flank the flank which<00:00:45.280><c> is</c><00:00:45.920><c> the</c><00:00:46.239><c> summations</c><00:00:47.440><c> of</c><00:00:47.920><c> bf</c> which is the summations of bf which is the summations of bf time<00:00:49.360><c> s</c><00:00:50.960><c> the</c><00:00:51.199><c> design</c><00:00:51.760><c> strength</c><00:00:52.239><c> of</c><00:00:52.399><c> the</c> time s the design strength of the time s the design strength of the concrete<00:00:53.280><c> is</c> concrete is concrete is equal<00:00:54.239><c> to</c><00:00:55.800><c> 0.567</c> equal to 0.567 equal to 0.567 fck<00:00:59.039><c> this</c><00:00:59.600><c> gives</c><00:00:59.920><c> us</c> fck this gives us fck this gives us a<00:01:00.960><c> resultant</c><00:01:02.079><c> compressive</c><00:01:03.199><c> force</c> a resultant compressive force a resultant compressive force by<00:01:03.840><c> the</c><00:01:04.080><c> concrete</c><00:01:05.040><c> equals</c><00:01:05.760><c> to</c><00:01:07.640><c> 0.567</c> by the concrete equals to 0.567 by the concrete equals to 0.567 fck<00:01:09.920><c> multiplied</c><00:01:10.960><c> s</c><00:01:11.600><c> multiply</c> fck multiplied s multiply fck multiplied s multiply bf<00:01:14.799><c> the</c><00:01:15.200><c> moment</c><00:01:15.680><c> resistance</c> bf the moment resistance bf the moment resistance of<00:01:16.720><c> the</c><00:01:16.960><c> sections</c><00:01:18.320><c> is</c><00:01:18.720><c> calculated</c><00:01:19.680><c> by</c> of the sections is calculated by of the sections is calculated by multiplying<00:01:21.360><c> the</c><00:01:21.840><c> force</c><00:01:22.320><c> by</c><00:01:22.479><c> the</c><00:01:22.720><c> concrete</c> multiplying the force by the concrete multiplying the force by the concrete with<00:01:23.920><c> the</c><00:01:24.320><c> lever</c><00:01:24.840><c> arm</c><00:01:26.320><c> the</c> with the lever arm the with the lever arm the lever<00:01:27.280><c> arm</c><00:01:27.759><c> is</c><00:01:28.159><c> determined</c><00:01:29.040><c> by</c><00:01:29.759><c> minusing</c> lever arm is determined by minusing lever arm is determined by minusing the<00:01:31.119><c> d</c><00:01:31.759><c> with</c><00:01:32.479><c> half</c><00:01:33.040><c> of</c><00:01:33.360><c> the</c> the d with half of the the d with half of the height<00:01:34.240><c> of</c><00:01:34.400><c> the</c><00:01:34.640><c> stress</c><00:01:35.040><c> plot</c><00:01:35.759><c> as</c><00:01:36.159><c> given</c><00:01:36.720><c> in</c> height of the stress plot as given in height of the stress plot as given in the<00:01:37.119><c> equation</c><00:01:38.840><c> here</c> the equation here the equation here if<00:01:40.320><c> you</c><00:01:40.560><c> look</c><00:01:40.880><c> at</c><00:01:41.119><c> this</c><00:01:41.600><c> setup</c> if you look at this setup if you look at this setup it<00:01:43.840><c> is</c><00:01:44.240><c> very</c><00:01:44.640><c> identical</c><00:01:45.680><c> to</c><00:01:46.000><c> a</c><00:01:46.240><c> conditions</c> it is very identical to a conditions it is very identical to a conditions where<00:01:47.840><c> the</c><00:01:48.320><c> rectangular</c><00:01:49.280><c> sections</c> where the rectangular sections where the rectangular sections have<00:01:50.560><c> the</c><00:01:51.040><c> width</c><00:01:51.439><c> equivalent</c><00:01:52.240><c> to</c><00:01:52.479><c> the</c><00:01:52.640><c> width</c> have the width equivalent to the width have the width equivalent to the width of<00:01:53.040><c> the</c><00:01:53.280><c> flank</c> of the flank of the flank if<00:01:55.439><c> you</c><00:01:55.680><c> compute</c><00:01:56.560><c> the</c><00:01:57.360><c> moment</c><00:01:58.159><c> based</c> if you compute the moment based if you compute the moment based on<00:01:58.960><c> this</c><00:01:59.360><c> diagram</c> as<00:02:02.479><c> the</c><00:02:02.799><c> stress</c><00:02:03.360><c> block</c><00:02:03.680><c> diagram</c><00:02:04.320><c> it</c><00:02:04.479><c> will</c><00:02:04.640><c> be</c> as the stress block diagram it will be as the stress block diagram it will be the<00:02:05.119><c> same</c> the same the same the<00:02:07.680><c> moment</c><00:02:08.319><c> will</c><00:02:08.560><c> be</c><00:02:09.280><c> the</c><00:02:09.520><c> same</c><00:02:09.920><c> as</c><00:02:10.080><c> well</c> the moment will be the same as well the moment will be the same as well in<00:02:11.520><c> another</c><00:02:12.080><c> word</c><00:02:13.040><c> the</c><00:02:13.440><c> moment</c><00:02:13.920><c> resistance</c><00:02:14.800><c> of</c> in another word the moment resistance of in another word the moment resistance of these<00:02:15.360><c> sections</c> these sections these sections is<00:02:16.720><c> actually</c><00:02:17.360><c> equals</c><00:02:18.080><c> to</c><00:02:18.720><c> a</c><00:02:19.040><c> moment</c> is actually equals to a moment is actually equals to a moment resistance<00:02:20.239><c> of</c><00:02:20.480><c> this</c> resistance of this resistance of this section<00:02:23.520><c> this</c><00:02:24.000><c> brings</c><00:02:24.400><c> us</c><00:02:24.640><c> to</c><00:02:24.879><c> an</c> section this brings us to an section this brings us to an understanding understanding understanding that<00:02:26.879><c> proper</c><00:02:27.720><c> utilizations</c><00:02:28.879><c> of</c><00:02:29.120><c> the</c> that proper utilizations of the that proper utilizations of the flank<00:02:30.800><c> in</c><00:02:31.040><c> the</c><00:02:31.599><c> flank</c><00:02:32.080><c> sections</c> flank in the flank sections flank in the flank sections could<00:02:33.519><c> lead</c><00:02:33.840><c> to</c><00:02:34.239><c> a</c><00:02:34.480><c> more</c><00:02:34.879><c> economical</c><00:02:35.920><c> design</c> could lead to a more economical design could lead to a more economical design of<00:02:36.959><c> a</c><00:02:37.120><c> reinforced</c><00:02:37.840><c> concrete</c><00:02:38.480><c> beam</c> of a reinforced concrete beam of a reinforced concrete beam particularly particularly particularly in<00:02:40.720><c> terms</c><00:02:41.200><c> of</c><00:02:41.440><c> the</c><00:02:41.680><c> amount</c><00:02:42.319><c> of</c><00:02:42.640><c> concrete</c><00:02:43.280><c> being</c> in terms of the amount of concrete being in terms of the amount of concrete being used used used in<00:02:44.400><c> the</c><00:02:44.640><c> sections</c><00:02:46.080><c> this</c><00:02:46.560><c> can</c><00:02:47.040><c> reduce</c><00:02:47.599><c> the</c> in the sections this can reduce the in the sections this can reduce the self-weight<00:02:48.720><c> of</c><00:02:49.040><c> the</c><00:02:49.840><c> concrete</c> self-weight of the concrete self-weight of the concrete while<00:02:51.760><c> maintaining</c><00:02:52.640><c> the</c><00:02:52.959><c> strength</c><00:02:53.599><c> of</c><00:02:53.760><c> the</c> while maintaining the strength of the while maintaining the strength of the member member member to<00:02:56.160><c> determine</c><00:02:56.959><c> the</c><00:02:57.360><c> amount</c><00:02:57.840><c> of</c><00:02:58.000><c> reinforcement</c> to determine the amount of reinforcement to determine the amount of reinforcement area area area required<00:03:00.319><c> for</c><00:03:00.640><c> the</c><00:03:01.040><c> sections</c><00:03:02.400><c> the</c><00:03:02.720><c> same</c> required for the sections the same required for the sections the same set<00:03:03.519><c> of</c><00:03:03.800><c> equations</c><00:03:05.120><c> used</c><00:03:05.599><c> for</c><00:03:05.840><c> a</c><00:03:06.000><c> typical</c> set of equations used for a typical set of equations used for a typical rectangular<00:03:07.519><c> sections</c> rectangular sections rectangular sections is<00:03:08.480><c> applied</c><00:03:09.920><c> as</c><00:03:10.720><c> both</c> is applied as both is applied as both are<00:03:11.920><c> built</c><00:03:12.400><c> based</c><00:03:12.959><c> on</c><00:03:13.360><c> the</c><00:03:13.760><c> same</c><00:03:14.239><c> set</c><00:03:14.640><c> of</c> are built based on the same set of are built based on the same set of stress<00:03:15.360><c> plot</c><00:03:15.599><c> diagram</c> stress plot diagram stress plot diagram are<00:03:18.080><c> the</c><00:03:18.319><c> three</c><00:03:18.959><c> most</c><00:03:19.440><c> important</c><00:03:20.040><c> equations</c> are the three most important equations are the three most important equations that<00:03:21.440><c> you</c><00:03:21.760><c> need</c><00:03:22.159><c> to</c><00:03:22.720><c> determine</c><00:03:23.440><c> the</c><00:03:23.599><c> area</c><00:03:24.239><c> of</c> that you need to determine the area of that you need to determine the area of flank<00:03:25.280><c> sections</c><00:03:27.120><c> first</c><00:03:27.599><c> you</c><00:03:27.840><c> need</c><00:03:28.080><c> to</c> flank sections first you need to flank sections first you need to determine<00:03:29.280><c> the</c><00:03:29.599><c> k</c><00:03:30.640><c> which</c><00:03:30.959><c> is</c><00:03:31.280><c> equals</c><00:03:31.840><c> to</c> determine the k which is equals to determine the k which is equals to m<00:03:32.480><c> per</c><00:03:32.879><c> f</c><00:03:33.120><c> c</c><00:03:33.360><c> k</c><00:03:33.599><c> b</c><00:03:33.840><c> d</c><00:03:34.000><c> square</c> m per f c k b d square m per f c k b d square next<00:03:35.760><c> determine</c><00:03:36.400><c> the</c><00:03:36.720><c> lever</c><00:03:37.120><c> arm</c> next determine the lever arm next determine the lever arm once<00:03:38.640><c> you</c><00:03:38.799><c> have</c><00:03:39.040><c> the</c><00:03:39.200><c> lever</c><00:03:39.599><c> arm</c><00:03:40.239><c> substitute</c> once you have the lever arm substitute once you have the lever arm substitute the the the lever<00:03:41.920><c> arm</c><00:03:42.239><c> into</c><00:03:42.640><c> the</c><00:03:42.799><c> equations</c><00:03:43.760><c> you</c><00:03:44.000><c> will</c><00:03:44.239><c> be</c> lever arm into the equations you will be lever arm into the equations you will be able<00:03:44.959><c> to</c> able to able to obtain<00:03:46.080><c> the</c><00:03:46.640><c> area</c><00:03:47.120><c> of</c><00:03:47.280><c> reinforcement</c><00:03:48.080><c> bar</c> obtain the area of reinforcement bar obtain the area of reinforcement bar required required required however<00:03:52.000><c> bear</c><00:03:52.319><c> in</c><00:03:52.560><c> mind</c><00:03:52.959><c> that</c> however bear in mind that however bear in mind that the<00:03:54.879><c> b</c><00:03:55.280><c> here</c><00:03:55.920><c> is</c><00:03:56.159><c> actually</c><00:03:56.720><c> referring</c><00:03:57.519><c> to</c> the b here is actually referring to the b here is actually referring to the<00:03:58.840><c> bf</c> the bf the bf only<00:04:01.680><c> when</c><00:04:02.080><c> the</c><00:04:02.480><c> flank</c><00:04:02.959><c> is</c><00:04:03.439><c> under</c> only when the flank is under only when the flank is under compressions<00:04:06.080><c> the</c><00:04:06.319><c> flank</c><00:04:06.799><c> offers</c><00:04:07.360><c> no</c> compressions the flank offers no compressions the flank offers no contributions<00:04:08.959><c> in</c><00:04:09.200><c> terms</c><00:04:09.680><c> of</c><00:04:09.840><c> the</c><00:04:10.080><c> moment</c> contributions in terms of the moment contributions in terms of the moment resistance resistance resistance when<00:04:12.080><c> it</c><00:04:12.400><c> is</c><00:04:12.720><c> undergoing</c><00:04:13.519><c> tension</c> when it is undergoing tension when it is undergoing tension as<00:04:15.439><c> concrete</c><00:04:16.000><c> is</c><00:04:16.400><c> assumed</c><00:04:17.280><c> not</c><00:04:17.759><c> offering</c> as concrete is assumed not offering as concrete is assumed not offering any<00:04:18.959><c> tensile</c><00:04:19.680><c> strength</c><00:04:20.479><c> to</c><00:04:20.880><c> the</c><00:04:21.280><c> section</c> any tensile strength to the section any tensile strength to the section in<00:04:23.120><c> another</c><00:04:23.680><c> word</c><00:04:24.560><c> if</c><00:04:24.800><c> we</c><00:04:25.120><c> have</c> in another word if we have in another word if we have inverted<00:04:26.560><c> t</c><00:04:26.960><c> sections</c><00:04:27.520><c> here</c><00:04:28.560><c> and</c><00:04:28.880><c> the</c><00:04:29.120><c> top</c> inverted t sections here and the top inverted t sections here and the top part<00:04:29.759><c> of</c><00:04:29.919><c> the</c><00:04:30.240><c> beam</c><00:04:30.639><c> here</c> part of the beam here part of the beam here is<00:04:31.440><c> undergoing</c><00:04:32.160><c> compressions</c><00:04:34.160><c> the</c><00:04:34.400><c> b</c> is undergoing compressions the b is undergoing compressions the b here<00:04:35.199><c> will</c><00:04:35.440><c> be</c><00:04:35.840><c> taken</c><00:04:36.479><c> as</c><00:04:36.960><c> the</c><00:04:37.440><c> width</c><00:04:37.840><c> of</c><00:04:38.080><c> the</c> here will be taken as the width of the here will be taken as the width of the sections<00:04:40.400><c> which</c><00:04:40.720><c> is</c><00:04:41.120><c> not</c><00:04:41.440><c> equal</c><00:04:41.919><c> to</c><00:04:42.160><c> the</c><00:04:42.400><c> width</c> sections which is not equal to the width sections which is not equal to the width of<00:04:43.120><c> the</c><00:04:44.080><c> flank</c><00:04:45.759><c> so</c> of the flank so of the flank so while<00:04:46.560><c> you</c><00:04:46.639><c> are</c><00:04:46.800><c> using</c><00:04:47.280><c> these</c><00:04:47.680><c> equations</c><00:04:49.120><c> you</c> while you are using these equations you while you are using these equations you need<00:04:49.600><c> to</c> need to need to ensure<00:04:50.639><c> that</c><00:04:50.960><c> the</c><00:04:51.199><c> flange</c><00:04:51.759><c> is</c><00:04:52.720><c> actually</c> ensure that the flange is actually ensure that the flange is actually undergo undergo undergo compressions<00:04:55.360><c> before</c><00:04:55.919><c> you</c><00:04:56.320><c> and</c><00:04:56.479><c> dot</c><00:04:56.800><c> b</c> compressions before you and dot b compressions before you and dot b as<00:04:57.520><c> the</c><00:04:57.759><c> b</c><00:04:58.759><c> flank</c>
55	AKFhvZ7ZqS0	4.15 Example: flange section with stress block within flange	https://www.youtube.com/watch?v=AKFhvZ7ZqS0	4.15_Example_-_flange_section_with_stress_block_within_flange.en.vtt	let<00:00:00.240><c> us</c><00:00:00.480><c> try</c><00:00:01.040><c> examples</c><00:00:02.159><c> on</c><00:00:02.480><c> the</c><00:00:02.800><c> flank</c> let us try examples on the flank let us try examples on the flank sections sections sections the<00:00:05.120><c> question</c><00:00:05.759><c> asks</c><00:00:06.000><c> us</c><00:00:06.240><c> to</c><00:00:06.720><c> determine</c><00:00:07.440><c> the</c> the question asks us to determine the the question asks us to determine the moment<00:00:08.080><c> resistance</c><00:00:08.880><c> of</c><00:00:09.040><c> the</c><00:00:09.200><c> t</c> moment resistance of the t moment resistance of the t section<00:00:10.240><c> shown</c><00:00:10.719><c> in</c><00:00:10.800><c> the</c><00:00:11.040><c> figure</c><00:00:11.599><c> here</c> section shown in the figure here section shown in the figure here the<00:00:13.360><c> width</c><00:00:13.679><c> of</c><00:00:13.759><c> the</c><00:00:13.920><c> flange</c><00:00:14.400><c> is</c><00:00:14.799><c> 800</c><00:00:15.280><c> mm</c> the width of the flange is 800 mm the width of the flange is 800 mm the<00:00:16.640><c> thickness</c><00:00:17.119><c> of</c><00:00:17.199><c> the</c><00:00:17.359><c> flange</c><00:00:17.840><c> is</c><00:00:18.080><c> 150</c><00:00:18.880><c> mm</c> the thickness of the flange is 150 mm the thickness of the flange is 150 mm the<00:00:20.240><c> depth</c><00:00:20.560><c> of</c><00:00:20.640><c> the</c><00:00:20.960><c> sections</c><00:00:21.600><c> is</c><00:00:21.840><c> 420</c><00:00:22.560><c> mm</c> the depth of the sections is 420 mm the depth of the sections is 420 mm and<00:00:24.160><c> the</c><00:00:24.560><c> tension</c><00:00:25.039><c> reinforcement</c><00:00:25.760><c> bar</c> and the tension reinforcement bar and the tension reinforcement bar provider<00:00:26.800><c> is</c> provider is provider is 1470<00:00:28.880><c> mm</c><00:00:29.359><c> square</c> 1470 mm square 1470 mm square it<00:00:31.439><c> is</c><00:00:31.599><c> given</c><00:00:32.079><c> that</c><00:00:32.559><c> the</c><00:00:33.040><c> steel</c><00:00:33.600><c> strength</c><00:00:34.079><c> is</c> it is given that the steel strength is it is given that the steel strength is 500<00:00:34.800><c> newton</c><00:00:35.200><c> per</c><00:00:35.440><c> mm</c><00:00:35.840><c> square</c> 500 newton per mm square 500 newton per mm square and<00:00:36.960><c> the</c><00:00:37.120><c> concrete</c><00:00:37.600><c> strength</c><00:00:38.079><c> is</c><00:00:38.399><c> 25</c><00:00:39.120><c> newton</c> and the concrete strength is 25 newton and the concrete strength is 25 newton per per per mm<00:00:40.399><c> square</c><00:00:41.840><c> you</c><00:00:42.000><c> may</c><00:00:42.320><c> pause</c><00:00:42.640><c> the</c><00:00:42.800><c> video</c><00:00:43.200><c> for</c><00:00:43.440><c> a</c> mm square you may pause the video for a mm square you may pause the video for a while while while for<00:00:44.480><c> you</c><00:00:44.719><c> to</c><00:00:45.120><c> work</c><00:00:45.440><c> out</c><00:00:45.600><c> the</c><00:00:45.920><c> solution</c> for you to work out the solution for you to work out the solution to<00:00:48.079><c> solve</c><00:00:48.480><c> these</c><00:00:48.800><c> questions</c><00:00:49.840><c> first</c><00:00:50.320><c> you</c><00:00:50.480><c> need</c> to solve these questions first you need to solve these questions first you need to to to draw<00:00:51.520><c> the</c><00:00:51.840><c> stress</c><00:00:52.320><c> block</c><00:00:52.559><c> diagram</c> draw the stress block diagram draw the stress block diagram for<00:00:54.559><c> simplicity</c><00:00:55.840><c> you</c><00:00:56.079><c> may</c><00:00:56.480><c> first</c><00:00:56.879><c> assume</c><00:00:57.520><c> that</c> for simplicity you may first assume that for simplicity you may first assume that the the the stress<00:00:58.559><c> block</c><00:00:58.960><c> damp</c><00:00:59.359><c> lies</c><00:00:59.760><c> within</c><00:01:00.239><c> the</c><00:01:00.719><c> flank</c> stress block damp lies within the flank stress block damp lies within the flank and<00:01:01.920><c> the</c><00:01:02.079><c> reinforcement</c><00:01:03.600><c> is</c><00:01:04.080><c> strained</c><00:01:04.640><c> to</c><00:01:04.879><c> you</c> and the reinforcement is strained to you and the reinforcement is strained to you under<00:01:06.000><c> the</c><00:01:06.240><c> ultimate</c><00:01:06.720><c> limit</c><00:01:07.119><c> state</c> under the ultimate limit state under the ultimate limit state these<00:01:09.280><c> assumptions</c><00:01:10.159><c> need</c><00:01:10.400><c> to</c><00:01:10.560><c> be</c><00:01:10.880><c> verified</c><00:01:11.680><c> at</c> these assumptions need to be verified at these assumptions need to be verified at the<00:01:12.080><c> later</c><00:01:12.479><c> stage</c><00:01:12.880><c> of</c><00:01:12.960><c> the</c><00:01:13.200><c> analysis</c> the later stage of the analysis the later stage of the analysis assuming<00:01:15.840><c> the</c><00:01:16.159><c> transport</c><00:01:16.880><c> lies</c><00:01:17.360><c> within</c><00:01:18.000><c> the</c> assuming the transport lies within the assuming the transport lies within the height<00:01:18.880><c> of</c><00:01:18.960><c> the</c><00:01:19.119><c> flank</c><00:01:20.000><c> that</c><00:01:20.240><c> means</c><00:01:20.560><c> your</c><00:01:20.960><c> s</c> height of the flank that means your s height of the flank that means your s here here here has<00:01:21.920><c> to</c><00:01:22.159><c> be</c><00:01:22.560><c> less</c><00:01:22.960><c> than</c><00:01:23.280><c> the</c><00:01:23.520><c> height</c><00:01:23.840><c> of</c><00:01:24.000><c> the</c> has to be less than the height of the has to be less than the height of the flat flat flat with<00:01:26.560><c> that</c><00:01:27.119><c> the</c><00:01:27.280><c> stress</c><00:01:27.680><c> flow</c><00:01:28.000><c> is</c><00:01:28.960><c> drawn</c> with that the stress flow is drawn with that the stress flow is drawn at<00:01:29.759><c> the</c><00:01:30.240><c> maximum</c><00:01:30.880><c> compressive</c><00:01:31.520><c> stress</c><00:01:32.320><c> equals</c> at the maximum compressive stress equals at the maximum compressive stress equals to<00:01:34.119><c> 0.567</c> to 0.567 to 0.567 fck<00:01:36.479><c> which</c><00:01:36.799><c> is</c><00:01:37.040><c> the</c><00:01:37.280><c> design</c><00:01:37.680><c> strength</c><00:01:38.159><c> of</c><00:01:38.240><c> the</c> fck which is the design strength of the fck which is the design strength of the concrete concrete concrete and<00:01:40.000><c> the</c><00:01:40.240><c> resultant</c><00:01:40.960><c> force</c><00:01:41.360><c> due</c><00:01:41.600><c> to</c><00:01:41.759><c> the</c> and the resultant force due to the and the resultant force due to the concrete<00:01:42.640><c> is</c><00:01:42.880><c> actually</c> concrete is actually concrete is actually the<00:01:43.680><c> multiplication</c><00:01:44.960><c> of</c><00:01:46.040><c> 0.567</c> the multiplication of 0.567 the multiplication of 0.567 with<00:01:47.840><c> the</c><00:01:48.159><c> s</c><00:01:48.479><c> here</c><00:01:49.280><c> and</c><00:01:49.680><c> also</c><00:01:50.320><c> the</c> with the s here and also the with the s here and also the width<00:01:51.600><c> of</c><00:01:51.759><c> the</c><00:01:51.920><c> flange</c><00:01:53.520><c> the</c><00:01:54.000><c> forces</c><00:01:54.640><c> due</c><00:01:54.880><c> to</c> width of the flange the forces due to width of the flange the forces due to the<00:01:55.280><c> tension</c><00:01:55.680><c> steel</c><00:01:56.159><c> bar</c> the tension steel bar the tension steel bar is<00:01:56.960><c> given</c><00:01:57.439><c> here</c><00:01:58.960><c> based</c><00:01:59.280><c> on</c><00:01:59.439><c> the</c><00:01:59.680><c> principle</c> is given here based on the principle is given here based on the principle of<00:02:00.640><c> static</c><00:02:01.200><c> equilibrium</c><00:02:02.880><c> the</c><00:02:03.360><c> compressive</c> of static equilibrium the compressive of static equilibrium the compressive force<00:02:04.479><c> due</c><00:02:04.719><c> to</c><00:02:04.960><c> the</c><00:02:05.119><c> concrete</c><00:02:05.680><c> will</c><00:02:05.920><c> be</c> force due to the concrete will be force due to the concrete will be equals<00:02:07.040><c> to</c><00:02:07.600><c> the</c><00:02:08.399><c> tension</c><00:02:08.959><c> force</c><00:02:09.360><c> due</c><00:02:09.599><c> to</c><00:02:09.759><c> the</c> equals to the tension force due to the equals to the tension force due to the steel steel steel as<00:02:11.680><c> given</c><00:02:12.160><c> in</c><00:02:12.400><c> this</c><00:02:12.720><c> equations</c> as given in this equations as given in this equations the<00:02:14.720><c> equations</c><00:02:15.440><c> for</c><00:02:15.680><c> the</c><00:02:15.840><c> compressive</c><00:02:16.560><c> force</c> the equations for the compressive force the equations for the compressive force of<00:02:17.040><c> the</c><00:02:17.200><c> concrete</c> of the concrete of the concrete is<00:02:18.080><c> given</c><00:02:18.480><c> here</c><00:02:19.120><c> while</c><00:02:19.520><c> the</c><00:02:19.760><c> equations</c><00:02:20.480><c> for</c> is given here while the equations for is given here while the equations for the<00:02:20.879><c> tension</c><00:02:21.360><c> steel</c><00:02:21.840><c> is</c><00:02:22.000><c> given</c><00:02:22.400><c> here</c> the tension steel is given here the tension steel is given here it<00:02:23.840><c> is</c><00:02:24.160><c> basically</c><00:02:24.959><c> in</c><00:02:25.040><c> the</c><00:02:25.280><c> functions</c><00:02:26.000><c> of</c><00:02:26.400><c> fyk</c> it is basically in the functions of fyk it is basically in the functions of fyk divided<00:02:28.239><c> by</c><00:02:28.640><c> partial</c><00:02:29.200><c> factor</c><00:02:29.680><c> of</c><00:02:29.840><c> safety</c><00:02:30.319><c> for</c> divided by partial factor of safety for divided by partial factor of safety for the<00:02:30.640><c> steel</c> the steel the steel multiplied<00:02:32.319><c> the</c><00:02:32.720><c> area</c><00:02:33.440><c> of</c><00:02:33.680><c> the</c> multiplied the area of the multiplied the area of the reinforcement<00:02:35.519><c> bars</c><00:02:37.200><c> in</c><00:02:37.440><c> this</c><00:02:37.760><c> equations</c> reinforcement bars in this equations reinforcement bars in this equations you<00:02:38.959><c> need</c><00:02:39.200><c> to</c><00:02:39.599><c> find</c><00:02:40.000><c> the</c><00:02:40.239><c> s</c> s<00:02:43.280><c> is</c><00:02:43.519><c> found</c><00:02:43.840><c> to</c><00:02:44.080><c> be</c><00:02:44.400><c> equals</c><00:02:44.959><c> to</c><00:02:45.280><c> 56</c> s is found to be equals to 56 s is found to be equals to 56 mm<00:02:47.200><c> based</c><00:02:47.680><c> on</c><00:02:48.000><c> the</c><00:02:48.400><c> solutions</c> mm based on the solutions mm based on the solutions from<00:02:49.840><c> the</c><00:02:50.239><c> equation</c><00:02:50.959><c> here</c> from the equation here from the equation here the<00:02:53.040><c> s</c><00:02:53.360><c> is</c><00:02:53.599><c> found</c><00:02:53.920><c> to</c><00:02:54.160><c> be</c><00:02:54.560><c> smaller</c><00:02:55.360><c> than</c><00:02:55.760><c> the</c><00:02:56.000><c> hf</c> the s is found to be smaller than the hf the s is found to be smaller than the hf 150<00:02:58.239><c> that</c><00:02:58.480><c> means</c><00:02:59.599><c> this</c> 150 that means this 150 that means this assumptions<00:03:00.800><c> that</c><00:03:01.040><c> the</c><00:03:01.280><c> stress</c><00:03:01.680><c> plot</c><00:03:02.000><c> lies</c> assumptions that the stress plot lies assumptions that the stress plot lies within<00:03:02.720><c> the</c><00:03:02.879><c> flank</c><00:03:03.360><c> is</c><00:03:03.680><c> valid</c> within the flank is valid within the flank is valid next<00:03:06.000><c> you</c><00:03:06.159><c> need</c><00:03:06.400><c> to</c><00:03:06.800><c> calculate</c><00:03:07.599><c> the</c> next you need to calculate the next you need to calculate the lever<00:03:09.680><c> arm</c><00:03:11.120><c> the</c><00:03:11.280><c> lever</c><00:03:11.760><c> arm</c><00:03:12.159><c> is</c><00:03:12.480><c> determined</c><00:03:13.360><c> by</c> lever arm the lever arm is determined by lever arm the lever arm is determined by minusing<00:03:14.720><c> the</c><00:03:15.040><c> d</c><00:03:15.920><c> with</c><00:03:16.400><c> half</c> minusing the d with half minusing the d with half of<00:03:17.040><c> the</c><00:03:17.280><c> height</c><00:03:17.599><c> of</c><00:03:17.760><c> the</c><00:03:17.920><c> stress</c><00:03:18.319><c> plot</c> of the height of the stress plot of the height of the stress plot as<00:03:20.640><c> given</c><00:03:21.120><c> in</c><00:03:21.280><c> this</c><00:03:21.680><c> equation</c><00:03:23.200><c> it</c><00:03:23.440><c> is</c><00:03:23.680><c> later</c> as given in this equation it is later as given in this equation it is later found<00:03:24.480><c> to</c><00:03:24.720><c> be</c> found to be found to be 3<00:03:25.599><c> 9</c><00:03:26.000><c> 2</c><00:03:26.400><c> mm</c> 3 9 2 mm 3 9 2 mm the<00:03:28.720><c> moment</c><00:03:29.519><c> offered</c><00:03:30.080><c> by</c><00:03:30.480><c> the</c><00:03:30.799><c> sections</c> the moment offered by the sections the moment offered by the sections is<00:03:31.840><c> given</c><00:03:32.400><c> by</c><00:03:32.799><c> the</c><00:03:33.120><c> compressive</c><00:03:33.840><c> force</c><00:03:34.159><c> of</c><00:03:34.239><c> the</c> is given by the compressive force of the is given by the compressive force of the concrete concrete concrete multiply<00:03:36.080><c> the</c><00:03:36.239><c> lever</c><00:03:36.720><c> arm</c><00:03:37.920><c> as</c> multiply the lever arm as multiply the lever arm as given<00:03:38.720><c> in</c><00:03:38.879><c> this</c><00:03:39.200><c> equation</c><00:03:40.560><c> substitute</c><00:03:41.280><c> the</c> given in this equation substitute the given in this equation substitute the relevant<00:03:42.080><c> value</c> relevant value relevant value you<00:03:43.040><c> obtain</c><00:03:43.519><c> the</c><00:03:43.920><c> moment</c><00:03:44.480><c> resistance</c><00:03:45.440><c> equals</c> you obtain the moment resistance equals you obtain the moment resistance equals to<00:03:46.480><c> 249</c><00:03:47.360><c> kilo</c><00:03:47.680><c> newton</c><00:03:48.239><c> meter</c> to 249 kilo newton meter to 249 kilo newton meter from<00:03:50.799><c> the</c><00:03:51.040><c> calculation</c><00:03:51.920><c> step</c><00:03:52.400><c> here</c> from the calculation step here from the calculation step here you<00:03:53.920><c> first</c><00:03:54.400><c> assume</c><00:03:54.879><c> that</c><00:03:55.120><c> the</c><00:03:55.280><c> stress</c><00:03:55.599><c> rod</c> you first assume that the stress rod you first assume that the stress rod lies<00:03:56.319><c> within</c><00:03:56.720><c> the</c><00:03:57.040><c> flank</c> lies within the flank lies within the flank later<00:03:59.439><c> based</c><00:03:59.840><c> on</c><00:04:00.159><c> the</c><00:04:00.560><c> equations</c><00:04:01.439><c> of</c><00:04:01.599><c> static</c> later based on the equations of static later based on the equations of static equilibrium<00:04:02.879><c> you</c><00:04:03.120><c> find</c><00:04:03.519><c> your</c><00:04:03.840><c> s</c> equilibrium you find your s equilibrium you find your s to<00:04:04.879><c> be</c><00:04:05.280><c> less</c><00:04:05.599><c> than</c><00:04:05.920><c> the</c><00:04:06.159><c> height</c><00:04:06.480><c> of</c><00:04:06.560><c> the</c><00:04:06.799><c> flank</c> to be less than the height of the flank to be less than the height of the flank that<00:04:07.920><c> means</c><00:04:08.400><c> your</c><00:04:08.720><c> assumptions</c><00:04:09.519><c> is</c><00:04:09.920><c> valid</c> that means your assumptions is valid that means your assumptions is valid however<00:04:12.400><c> if</c><00:04:12.640><c> you</c><00:04:12.879><c> find</c><00:04:13.200><c> the</c><00:04:13.439><c> s</c><00:04:13.760><c> is</c><00:04:14.000><c> actually</c> however if you find the s is actually however if you find the s is actually greater<00:04:15.280><c> than</c><00:04:15.599><c> the</c><00:04:15.840><c> height</c><00:04:16.160><c> of</c><00:04:16.320><c> the</c><00:04:16.479><c> flank</c> greater than the height of the flank greater than the height of the flank that<00:04:17.759><c> means</c><00:04:18.320><c> you</c><00:04:18.479><c> need</c><00:04:18.720><c> to</c><00:04:19.040><c> reconstruct</c><00:04:20.000><c> the</c> that means you need to reconstruct the that means you need to reconstruct the stress<00:04:20.880><c> plot</c><00:04:21.199><c> diagram</c><00:04:22.160><c> prior</c><00:04:22.880><c> to</c><00:04:23.360><c> finding</c><00:04:23.919><c> the</c> stress plot diagram prior to finding the stress plot diagram prior to finding the moment<00:04:24.800><c> for</c><00:04:25.120><c> the</c><00:04:25.360><c> questions</c> moment for the questions moment for the questions this<00:04:27.759><c> will</c><00:04:28.000><c> be</c><00:04:28.160><c> discussed</c><00:04:28.960><c> in</c><00:04:29.199><c> the</c><00:04:29.520><c> following</c> this will be discussed in the following this will be discussed in the following videos
56	RLq9gxodWek	4.16 Flange section with stress block extends beyond the flange	https://www.youtube.com/watch?v=RLq9gxodWek	4.16_Flange_section_with_stress_block_extends_beyond_the_flange.en.vtt	in<00:00:00.320><c> our</c><00:00:00.719><c> previous</c><00:00:01.199><c> videos</c><00:00:01.920><c> we</c><00:00:02.159><c> have</c><00:00:02.560><c> mentioned</c> in our previous videos we have mentioned in our previous videos we have mentioned about<00:00:03.679><c> the</c><00:00:04.000><c> flank</c><00:00:04.480><c> sections</c><00:00:05.680><c> can</c><00:00:06.080><c> exist</c> about the flank sections can exist about the flank sections can exist in<00:00:07.040><c> two</c><00:00:07.359><c> conditions</c><00:00:08.800><c> at</c><00:00:09.040><c> the</c><00:00:09.440><c> ultimate</c><00:00:10.080><c> limit</c> in two conditions at the ultimate limit in two conditions at the ultimate limit state state state the<00:00:12.639><c> spread</c><00:00:12.960><c> spot</c><00:00:13.440><c> may</c><00:00:14.080><c> lie</c><00:00:14.400><c> within</c><00:00:14.960><c> the</c> the spread spot may lie within the the spread spot may lie within the compressive<00:00:16.000><c> length</c> compressive length compressive length or<00:00:17.119><c> it</c><00:00:17.440><c> may</c><00:00:18.000><c> go</c><00:00:18.400><c> beyond</c><00:00:19.039><c> the</c><00:00:19.359><c> compressive</c> or it may go beyond the compressive or it may go beyond the compressive flange flange flange in<00:00:22.240><c> the</c><00:00:22.480><c> previous</c><00:00:22.960><c> videos</c><00:00:23.600><c> we</c><00:00:23.840><c> have</c><00:00:24.080><c> already</c> in the previous videos we have already in the previous videos we have already discussed<00:00:25.359><c> the</c><00:00:25.599><c> derivations</c><00:00:26.640><c> of</c><00:00:26.800><c> the</c> discussed the derivations of the discussed the derivations of the equations equations equations based<00:00:28.960><c> on</c><00:00:29.199><c> the</c><00:00:29.359><c> conditions</c><00:00:30.160><c> where</c><00:00:30.480><c> the</c><00:00:30.800><c> stress</c> based on the conditions where the stress based on the conditions where the stress block<00:00:31.519><c> lies</c><00:00:31.920><c> within</c><00:00:32.320><c> the</c><00:00:32.640><c> compressive</c><00:00:33.360><c> flank</c> block lies within the compressive flank block lies within the compressive flank therefore<00:00:35.680><c> in</c><00:00:35.920><c> this</c><00:00:36.160><c> videos</c><00:00:36.800><c> we</c><00:00:36.880><c> are</c><00:00:36.960><c> going</c><00:00:37.280><c> to</c> therefore in this videos we are going to therefore in this videos we are going to focus focus focus on<00:00:38.800><c> the</c><00:00:39.040><c> conditions</c><00:00:39.920><c> where</c><00:00:40.239><c> the</c><00:00:40.399><c> stress</c><00:00:40.800><c> spot</c> on the conditions where the stress spot on the conditions where the stress spot is<00:00:41.520><c> beyond</c><00:00:42.160><c> the</c><00:00:42.480><c> flank</c><00:00:42.879><c> region</c> is beyond the flank region is beyond the flank region this<00:00:46.160><c> figure</c><00:00:46.800><c> shows</c><00:00:47.440><c> a</c><00:00:47.760><c> typical</c><00:00:48.480><c> stress</c><00:00:48.960><c> plot</c> this figure shows a typical stress plot this figure shows a typical stress plot for for for a<00:00:51.039><c> flying</c><00:00:51.440><c> conditions</c><00:00:52.320><c> where</c><00:00:52.640><c> the</c><00:00:52.960><c> stress</c> a flying conditions where the stress a flying conditions where the stress walk<00:00:53.600><c> beyond</c><00:00:54.239><c> the</c><00:00:54.480><c> flank</c><00:00:54.879><c> region</c> walk beyond the flank region walk beyond the flank region there<00:00:57.520><c> are</c><00:00:57.760><c> two</c><00:00:58.160><c> parts</c><00:00:58.559><c> of</c><00:00:58.719><c> the</c><00:00:58.879><c> stress</c><00:00:59.199><c> plot</c> there are two parts of the stress plot there are two parts of the stress plot one<00:01:01.920><c> is</c><00:01:02.160><c> referring</c><00:01:02.960><c> to</c><00:01:03.520><c> the</c><00:01:04.479><c> flank</c><00:01:04.960><c> sections</c> one is referring to the flank sections one is referring to the flank sections while<00:01:06.720><c> the</c><00:01:06.960><c> other</c><00:01:07.280><c> one</c><00:01:07.760><c> is</c><00:01:08.080><c> referring</c><00:01:08.799><c> to</c> while the other one is referring to while the other one is referring to the<00:01:10.159><c> web</c><00:01:10.479><c> section</c><00:01:11.040><c> switches</c><00:01:11.840><c> undergoing</c> the web section switches undergoing the web section switches undergoing compressions compressions compressions the<00:01:15.439><c> s</c><00:01:15.759><c> here</c><00:01:16.320><c> is</c><00:01:16.720><c> greater</c><00:01:17.520><c> than</c><00:01:17.920><c> the</c><00:01:18.159><c> thickness</c> the s here is greater than the thickness the s here is greater than the thickness of<00:01:18.799><c> the</c><00:01:18.960><c> flange</c> of the flange of the flange you<00:01:21.040><c> will</c><00:01:21.360><c> see</c><00:01:21.680><c> that</c><00:01:22.159><c> the</c><00:01:22.400><c> entire</c><00:01:23.200><c> flange</c><00:01:23.759><c> here</c> you will see that the entire flange here you will see that the entire flange here now now now is<00:01:25.320><c> contributing</c><00:01:26.400><c> to</c><00:01:26.880><c> the</c><00:01:27.280><c> compresses</c> is contributing to the compresses is contributing to the compresses force<00:01:29.200><c> to</c><00:01:29.600><c> the</c><00:01:30.479><c> concrete</c><00:01:31.119><c> section</c> force to the concrete section force to the concrete section its<00:01:33.119><c> effective</c><00:01:33.840><c> area</c><00:01:34.479><c> is</c><00:01:34.720><c> defined</c><00:01:35.360><c> by</c> its effective area is defined by its effective area is defined by bf<00:01:36.720><c> multiply</c><00:01:37.680><c> the</c><00:01:38.320><c> thickness</c><00:01:38.880><c> of</c><00:01:39.040><c> the</c><00:01:39.200><c> flank</c> bf multiply the thickness of the flank bf multiply the thickness of the flank the<00:01:41.040><c> resultant</c><00:01:41.759><c> compressive</c><00:01:42.560><c> force</c><00:01:42.960><c> due</c><00:01:43.280><c> to</c> the resultant compressive force due to the resultant compressive force due to the<00:01:43.680><c> flange</c> the flange the flange is<00:01:44.640><c> calculated</c><00:01:45.600><c> by</c><00:01:46.000><c> multiplying</c><00:01:46.880><c> the</c><00:01:47.280><c> design</c> is calculated by multiplying the design is calculated by multiplying the design strength<00:01:48.320><c> of</c><00:01:48.399><c> the</c><00:01:48.640><c> concrete</c> strength of the concrete strength of the concrete with<00:01:50.079><c> the</c><00:01:50.479><c> effective</c><00:01:51.200><c> areas</c><00:01:52.079><c> of</c><00:01:52.399><c> the</c><00:01:52.840><c> flank</c> with the effective areas of the flank with the effective areas of the flank the<00:01:54.960><c> force</c><00:01:55.520><c> is</c><00:01:55.840><c> acting</c><00:01:56.479><c> at</c><00:01:56.640><c> the</c><00:01:56.799><c> centroid</c><00:01:57.600><c> of</c> the force is acting at the centroid of the force is acting at the centroid of the<00:01:58.399><c> stress</c><00:01:58.799><c> block</c><00:02:00.719><c> this</c> the stress block this the stress block this gives<00:02:01.680><c> a</c><00:02:01.920><c> lever</c><00:02:02.600><c> mz1</c><00:02:03.920><c> in</c><00:02:04.159><c> referring</c><00:02:04.880><c> to</c> gives a lever mz1 in referring to gives a lever mz1 in referring to fst<00:02:06.399><c> positions</c><00:02:07.920><c> equals</c><00:02:08.560><c> to</c> fst positions equals to fst positions equals to the<00:02:09.280><c> d</c><00:02:10.160><c> minus</c><00:02:11.039><c> half</c><00:02:11.599><c> of</c><00:02:11.760><c> the</c><00:02:11.920><c> height</c><00:02:12.319><c> of</c><00:02:12.400><c> the</c> the d minus half of the height of the the d minus half of the height of the flank flank flank as<00:02:14.879><c> for</c><00:02:15.120><c> the</c><00:02:15.520><c> second</c><00:02:16.000><c> part</c><00:02:16.319><c> of</c><00:02:16.480><c> the</c><00:02:16.640><c> stress</c> as for the second part of the stress as for the second part of the stress plot plot plot it<00:02:18.080><c> is</c><00:02:18.440><c> representing</c><00:02:19.599><c> the</c><00:02:20.080><c> compressive</c> it is representing the compressive it is representing the compressive stress<00:02:21.840><c> offered</c><00:02:22.480><c> by</c><00:02:22.959><c> the</c> stress offered by the stress offered by the web<00:02:25.440><c> of</c><00:02:25.599><c> the</c><00:02:26.000><c> sections</c><00:02:27.760><c> the</c> web of the sections the web of the sections the effective<00:02:28.879><c> area</c><00:02:29.520><c> will</c><00:02:29.760><c> be</c><00:02:30.160><c> determined</c><00:02:30.879><c> by</c> effective area will be determined by effective area will be determined by minusing<00:02:32.239><c> the</c><00:02:32.560><c> s</c><00:02:33.120><c> with</c><00:02:33.440><c> the</c><00:02:33.680><c> height</c><00:02:34.000><c> of</c><00:02:34.160><c> the</c> minusing the s with the height of the minusing the s with the height of the flange flange flange multiply<00:02:36.000><c> the</c><00:02:36.239><c> width</c><00:02:36.720><c> of</c><00:02:36.959><c> the</c><00:02:37.120><c> web</c> multiply the width of the web multiply the width of the web the<00:02:38.959><c> resultant</c><00:02:39.680><c> force</c><00:02:40.080><c> due</c><00:02:40.480><c> to</c><00:02:40.800><c> the</c> the resultant force due to the the resultant force due to the compressive<00:02:41.840><c> regions</c><00:02:42.400><c> of</c><00:02:42.560><c> the</c><00:02:42.800><c> web</c> compressive regions of the web compressive regions of the web is<00:02:43.440><c> determined</c><00:02:44.160><c> by</c><00:02:44.560><c> multiplying</c><00:02:45.599><c> the</c><00:02:46.080><c> design</c> is determined by multiplying the design is determined by multiplying the design strength<00:02:47.519><c> of</c><00:02:47.760><c> the</c><00:02:48.160><c> concrete</c><00:02:49.200><c> with</c><00:02:49.519><c> the</c> strength of the concrete with the strength of the concrete with the effective effective effective area<00:02:52.000><c> of</c><00:02:52.560><c> the</c> area of the area of the web<00:02:54.480><c> undergoing</c><00:02:55.519><c> compressions</c> web undergoing compressions web undergoing compressions the<00:02:58.159><c> resultant</c><00:02:58.879><c> force</c><00:02:59.440><c> due</c><00:02:59.680><c> to</c><00:03:00.000><c> the</c> the resultant force due to the the resultant force due to the compressive<00:03:00.959><c> wave</c> compressive wave compressive wave is<00:03:02.239><c> acting</c><00:03:03.200><c> at</c><00:03:03.360><c> the</c><00:03:03.599><c> centroid</c><00:03:04.400><c> of</c><00:03:04.640><c> the</c><00:03:04.959><c> stress</c> is acting at the centroid of the stress is acting at the centroid of the stress plot plot plot this<00:03:07.040><c> gives</c><00:03:07.360><c> you</c><00:03:07.840><c> a</c><00:03:08.319><c> level</c><00:03:08.800><c> m</c><00:03:09.120><c> z</c><00:03:09.519><c> 2</c> this gives you a level m z 2 this gives you a level m z 2 which<00:03:10.800><c> is</c><00:03:11.200><c> equals</c><00:03:11.840><c> to</c> which is equals to which is equals to d<00:03:14.560><c> minus</c><00:03:15.680><c> height</c><00:03:16.239><c> of</c><00:03:16.400><c> the</c><00:03:16.640><c> flank</c> d minus height of the flank d minus height of the flank minus<00:03:18.720><c> half</c><00:03:19.440><c> of</c><00:03:19.680><c> the</c><00:03:19.920><c> height</c><00:03:20.480><c> of</c> minus half of the height of minus half of the height of the<00:03:21.280><c> stress</c><00:03:21.760><c> block</c><00:03:22.080><c> here</c> the stress block here the stress block here the<00:03:24.480><c> tension</c><00:03:25.040><c> steel</c><00:03:25.519><c> bar</c><00:03:26.319><c> is</c><00:03:26.879><c> heading</c><00:03:27.440><c> to</c> the tension steel bar is heading to the tension steel bar is heading to the<00:03:28.080><c> opposite</c><00:03:28.720><c> directions</c><00:03:30.080><c> to</c><00:03:30.480><c> the</c> the opposite directions to the the opposite directions to the compressive<00:03:31.599><c> forces</c> compressive forces compressive forces now<00:03:34.159><c> we</c><00:03:34.480><c> look</c><00:03:34.720><c> into</c><00:03:35.280><c> the</c><00:03:35.599><c> derivations</c><00:03:36.640><c> process</c> now we look into the derivations process now we look into the derivations process for<00:03:37.920><c> the</c><00:03:38.879><c> flank</c><00:03:39.360><c> sections</c><00:03:40.080><c> under</c><00:03:40.480><c> these</c> for the flank sections under these for the flank sections under these conditions conditions conditions to<00:03:42.879><c> determine</c><00:03:43.599><c> the</c><00:03:44.000><c> moment</c><00:03:44.720><c> of</c><00:03:44.879><c> the</c><00:03:45.360><c> sections</c> to determine the moment of the sections to determine the moment of the sections it<00:03:47.519><c> is</c><00:03:48.159><c> obtained</c><00:03:48.720><c> by</c><00:03:49.120><c> multiplying</c><00:03:50.000><c> the</c> it is obtained by multiplying the it is obtained by multiplying the compressive<00:03:51.280><c> force</c><00:03:51.840><c> of</c><00:03:52.080><c> the</c><00:03:52.319><c> flank</c> compressive force of the flank compressive force of the flank multiplied<00:03:54.400><c> with</c><00:03:54.879><c> the</c><00:03:55.120><c> lever</c><00:03:55.599><c> mz1</c> multiplied with the lever mz1 multiplied with the lever mz1 plus<00:03:58.200><c> fcw</c><00:03:59.360><c> due</c><00:03:59.519><c> to</c><00:03:59.760><c> the</c><00:04:00.000><c> weight</c> plus fcw due to the weight plus fcw due to the weight multiplied<00:04:01.280><c> with</c><00:04:01.599><c> the</c><00:04:01.840><c> level</c><00:04:02.640><c> arm</c><00:04:03.200><c> z2</c> multiplied with the level arm z2 multiplied with the level arm z2 as<00:04:05.519><c> given</c><00:04:06.080><c> in</c><00:04:06.239><c> this</c><00:04:06.560><c> equation</c> as given in this equation as given in this equation the<00:04:09.439><c> forces</c><00:04:11.040><c> on</c><00:04:11.280><c> the</c><00:04:11.519><c> concrete</c><00:04:12.159><c> flank</c> the forces on the concrete flank the forces on the concrete flank and<00:04:13.120><c> the</c><00:04:13.360><c> z1</c><00:04:14.400><c> as</c><00:04:14.640><c> well</c><00:04:15.040><c> as</c><00:04:15.360><c> the</c><00:04:15.599><c> concrete</c><00:04:16.239><c> of</c> and the z1 as well as the concrete of and the z1 as well as the concrete of the the the web<00:04:17.759><c> as</c><00:04:18.000><c> well</c><00:04:18.479><c> as</c><00:04:18.720><c> the</c><00:04:18.959><c> z2</c> web as well as the z2 web as well as the z2 are<00:04:20.239><c> given</c><00:04:21.120><c> in</c><00:04:21.280><c> the</c><00:04:21.519><c> equations</c><00:04:22.479><c> here</c> are given in the equations here are given in the equations here with<00:04:25.120><c> a</c><00:04:25.360><c> given</c><00:04:26.080><c> moment</c><00:04:26.840><c> load</c> with a given moment load with a given moment load there<00:04:28.560><c> will</c><00:04:28.800><c> be</c><00:04:29.520><c> one</c><00:04:30.240><c> unknown</c><00:04:30.960><c> within</c><00:04:31.440><c> the</c> there will be one unknown within the there will be one unknown within the entire entire entire equation<00:04:34.400><c> which</c><00:04:34.800><c> is</c><00:04:35.040><c> the</c> equation which is the equation which is the sw<00:04:36.400><c> here</c><00:04:37.280><c> which</c><00:04:37.680><c> is</c><00:04:38.000><c> the</c><00:04:38.479><c> height</c> sw here which is the height sw here which is the height of<00:04:39.280><c> the</c><00:04:39.759><c> web</c><00:04:41.680><c> you</c><00:04:41.919><c> need</c><00:04:42.160><c> to</c><00:04:42.400><c> solve</c><00:04:42.800><c> these</c> of the web you need to solve these of the web you need to solve these equations<00:04:44.000><c> for</c><00:04:44.240><c> you</c><00:04:44.560><c> to</c><00:04:44.800><c> determine</c><00:04:45.520><c> the</c><00:04:45.759><c> sw</c> equations for you to determine the sw equations for you to determine the sw which<00:04:47.840><c> is</c><00:04:48.160><c> later</c><00:04:48.639><c> to</c><00:04:48.880><c> be</c><00:04:49.120><c> substituted</c><00:04:50.160><c> into</c> which is later to be substituted into which is later to be substituted into the<00:04:51.000><c> equations</c><00:04:52.479><c> based</c><00:04:52.880><c> on</c><00:04:53.120><c> the</c><00:04:53.360><c> static</c> the equations based on the static the equations based on the static equilibrium equilibrium equilibrium the<00:04:55.440><c> equations</c><00:04:56.320><c> for</c><00:04:56.479><c> the</c><00:04:56.720><c> static</c><00:04:57.120><c> equilibrium</c> the equations for the static equilibrium the equations for the static equilibrium it<00:04:58.320><c> will</c><00:04:58.639><c> be</c> it will be it will be fst<00:05:00.960><c> equals</c><00:05:01.520><c> to</c><00:05:01.919><c> fcf</c> fst equals to fcf fst equals to fcf plus<00:05:03.440><c> fcw</c><00:05:05.919><c> with</c><00:05:06.240><c> the</c> plus fcw with the plus fcw with the sw<00:05:07.840><c> found</c><00:05:08.320><c> in</c><00:05:08.479><c> the</c><00:05:08.720><c> equations</c><00:05:09.600><c> to</c><00:05:09.840><c> be</c> sw found in the equations to be sw found in the equations to be substituted substituted substituted into<00:05:11.680><c> the</c><00:05:11.919><c> equation</c><00:05:12.720><c> here</c><00:05:13.600><c> you</c><00:05:13.840><c> will</c><00:05:14.160><c> have</c> into the equation here you will have into the equation here you will have only<00:05:15.199><c> one</c><00:05:15.680><c> unknown</c><00:05:16.240><c> which</c><00:05:16.560><c> is</c><00:05:16.960><c> s</c> only one unknown which is s only one unknown which is s solve<00:05:19.600><c> the</c><00:05:19.840><c> entire</c><00:05:20.479><c> equation</c><00:05:21.280><c> here</c><00:05:22.000><c> you</c><00:05:22.240><c> will</c> solve the entire equation here you will solve the entire equation here you will obtain<00:05:22.960><c> the</c><00:05:23.280><c> required</c> obtain the required obtain the required amount<00:05:24.720><c> of</c><00:05:25.039><c> the</c><00:05:25.680><c> reinforcement</c><00:05:26.560><c> bar</c><00:05:26.880><c> to</c><00:05:27.039><c> be</c> amount of the reinforcement bar to be amount of the reinforcement bar to be provided<00:05:28.560><c> at</c><00:05:28.800><c> the</c><00:05:29.199><c> bottom</c><00:05:29.840><c> of</c><00:05:30.000><c> the</c><00:05:30.240><c> web</c> provided at the bottom of the web provided at the bottom of the web section<00:05:32.800><c> bear</c><00:05:33.120><c> in</c><00:05:33.360><c> mind</c><00:05:33.680><c> that</c> section bear in mind that section bear in mind that these<00:05:34.759><c> equations</c><00:05:36.000><c> is</c><00:05:36.400><c> only</c><00:05:36.960><c> valid</c><00:05:37.520><c> when</c><00:05:37.919><c> the</c> these equations is only valid when the these equations is only valid when the flange<00:05:38.639><c> is</c><00:05:38.880><c> undergoing</c><00:05:39.600><c> compressions</c> flange is undergoing compressions flange is undergoing compressions in<00:05:41.440><c> the</c><00:05:41.680><c> case</c><00:05:42.080><c> that</c><00:05:42.320><c> the</c><00:05:42.639><c> flange</c><00:05:43.120><c> is</c><00:05:43.280><c> not</c> in the case that the flange is not in the case that the flange is not undergoing<00:05:44.320><c> compressions</c> undergoing compressions undergoing compressions the<00:05:46.400><c> sections</c><00:05:46.960><c> will</c><00:05:47.199><c> be</c><00:05:47.600><c> designed</c><00:05:48.240><c> as</c><00:05:48.560><c> if</c><00:05:48.880><c> a</c> the sections will be designed as if a the sections will be designed as if a rectangular<00:05:50.000><c> beam</c> rectangular beam rectangular beam because<00:05:52.800><c> the</c><00:05:53.199><c> concrete</c><00:05:53.840><c> is</c><00:05:54.000><c> considered</c> because the concrete is considered because the concrete is considered not<00:05:55.280><c> offering</c><00:05:56.000><c> anything</c><00:05:56.800><c> in</c><00:05:56.960><c> terms</c><00:05:57.440><c> of</c><00:05:57.680><c> the</c> not offering anything in terms of the not offering anything in terms of the tensile<00:05:58.919><c> resistance</c>
57	nNkDlSU20B8	4.17 Overview of equations for flange beam	https://www.youtube.com/watch?v=nNkDlSU20B8	4.17_Overview_of_equations_for_flange_beam.en.vtt	in<00:00:00.399><c> our</c><00:00:00.799><c> previous</c><00:00:01.280><c> videos</c><00:00:01.920><c> we</c><00:00:02.240><c> have</c><00:00:02.560><c> discussed</c> in our previous videos we have discussed in our previous videos we have discussed about<00:00:03.919><c> the</c> about the about the equations<00:00:06.080><c> used</c><00:00:06.480><c> to</c><00:00:07.040><c> determine</c><00:00:07.839><c> the</c> equations used to determine the equations used to determine the bending<00:00:08.880><c> strength</c><00:00:09.760><c> of</c><00:00:10.000><c> flaming</c><00:00:11.200><c> with</c><00:00:11.440><c> their</c> bending strength of flaming with their bending strength of flaming with their flank flank flank undergoing<00:00:14.920><c> compressions</c><00:00:16.000><c> such</c> undergoing compressions such undergoing compressions such beam<00:00:17.039><c> can</c><00:00:17.600><c> assist</c><00:00:18.320><c> in</c><00:00:18.800><c> two</c><00:00:19.199><c> conditions</c> beam can assist in two conditions beam can assist in two conditions where<00:00:21.119><c> the</c><00:00:21.520><c> stress</c><00:00:21.920><c> fault</c><00:00:22.320><c> lies</c><00:00:22.800><c> within</c><00:00:23.199><c> the</c> where the stress fault lies within the where the stress fault lies within the flank flank flank or<00:00:24.560><c> it</c><00:00:24.880><c> lies</c><00:00:25.680><c> beyond</c><00:00:26.160><c> the</c><00:00:26.320><c> flank</c><00:00:26.880><c> into</c><00:00:27.359><c> the</c><00:00:27.599><c> web</c> or it lies beyond the flank into the web or it lies beyond the flank into the web the<00:00:29.199><c> equations</c><00:00:30.160><c> has</c><00:00:30.480><c> been</c><00:00:30.960><c> discussed</c> the equations has been discussed the equations has been discussed separately<00:00:32.480><c> in</c><00:00:32.640><c> the</c><00:00:32.800><c> previous</c><00:00:33.280><c> video</c> separately in the previous video separately in the previous video these<00:00:35.440><c> videos</c><00:00:36.320><c> give</c><00:00:36.800><c> an</c><00:00:37.200><c> overview</c> these videos give an overview these videos give an overview in<00:00:38.640><c> terms</c><00:00:39.120><c> of</c><00:00:39.360><c> the</c><00:00:39.520><c> design</c><00:00:40.079><c> of</c><00:00:40.239><c> the</c><00:00:40.399><c> flame</c><00:00:40.879><c> beam</c> in terms of the design of the flame beam in terms of the design of the flame beam by<00:00:42.239><c> considering</c><00:00:43.440><c> both</c><00:00:44.120><c> situations</c> by considering both situations by considering both situations normally<00:00:47.520><c> with</c><00:00:47.840><c> a</c><00:00:48.079><c> given</c><00:00:48.640><c> load</c><00:00:49.200><c> acting</c><00:00:49.840><c> on</c><00:00:50.079><c> the</c> normally with a given load acting on the normally with a given load acting on the flame<00:00:50.719><c> being</c> flame being flame being we<00:00:52.000><c> do</c><00:00:52.239><c> not</c><00:00:52.480><c> know</c><00:00:52.879><c> that</c><00:00:53.440><c> whether</c><00:00:54.000><c> the</c> we do not know that whether the we do not know that whether the expressway<00:00:55.120><c> actually</c> expressway actually expressway actually fall<00:00:56.079><c> within</c><00:00:56.559><c> the</c><00:00:56.800><c> flank</c><00:00:57.600><c> or</c><00:00:58.239><c> is</c><00:00:58.559><c> exiting</c><00:00:59.199><c> the</c> fall within the flank or is exiting the fall within the flank or is exiting the flank flank flank into<00:01:00.399><c> the</c><00:01:00.640><c> web</c><00:01:01.680><c> therefore</c><00:01:02.399><c> we</c><00:01:02.640><c> need</c><00:01:02.879><c> to</c> into the web therefore we need to into the web therefore we need to go<00:01:03.600><c> through</c><00:01:04.080><c> a</c><00:01:04.479><c> checking</c><00:01:05.040><c> process</c><00:01:06.240><c> to</c> go through a checking process to go through a checking process to determine<00:01:07.280><c> whether</c><00:01:07.840><c> the</c><00:01:08.080><c> stressor</c> determine whether the stressor determine whether the stressor is<00:01:09.119><c> within</c><00:01:09.520><c> the</c><00:01:09.680><c> flame</c><00:01:10.640><c> it</c><00:01:10.880><c> can</c><00:01:11.200><c> be</c><00:01:11.439><c> done</c><00:01:11.840><c> by</c> is within the flame it can be done by is within the flame it can be done by checking<00:01:12.799><c> the</c><00:01:13.200><c> positions</c><00:01:14.880><c> of</c><00:01:15.200><c> the</c> checking the positions of the checking the positions of the s<00:01:17.200><c> whether</c><00:01:17.840><c> it</c><00:01:18.080><c> is</c><00:01:18.560><c> less</c><00:01:18.880><c> than</c><00:01:19.280><c> the</c><00:01:19.600><c> height</c><00:01:19.920><c> of</c> s whether it is less than the height of s whether it is less than the height of the<00:01:20.240><c> flank</c> the flank the flank or<00:01:22.240><c> by</c><00:01:22.720><c> checking</c><00:01:23.280><c> the</c><00:01:23.680><c> moment</c><00:01:24.159><c> load</c><00:01:24.560><c> in</c> or by checking the moment load in or by checking the moment load in comparison<00:01:25.840><c> to</c> comparison to comparison to the<00:01:26.720><c> moment</c><00:01:27.200><c> look</c><00:01:27.520><c> contributed</c><00:01:28.560><c> by</c><00:01:29.040><c> the</c> the moment look contributed by the the moment look contributed by the entire<00:01:30.240><c> flank</c><00:01:32.560><c> either</c><00:01:33.119><c> we</c> entire flank either we entire flank either we will<00:01:34.320><c> do</c><00:01:34.799><c> for</c><00:01:35.119><c> us</c><00:01:35.600><c> to</c><00:01:36.159><c> determine</c><00:01:36.880><c> whether</c><00:01:37.439><c> the</c> will do for us to determine whether the will do for us to determine whether the stress<00:01:38.079><c> flow</c> stress flow stress flow is<00:01:38.880><c> within</c><00:01:39.280><c> the</c><00:01:39.439><c> flank</c><00:01:40.560><c> however</c> is within the flank however is within the flank however to<00:01:42.240><c> avoid</c><00:01:42.720><c> confusions</c><00:01:43.920><c> we</c><00:01:44.159><c> will</c><00:01:44.479><c> focus</c> to avoid confusions we will focus to avoid confusions we will focus our<00:01:45.360><c> discussions</c><00:01:46.479><c> on</c><00:01:46.880><c> the</c><00:01:47.360><c> height</c><00:01:47.759><c> of</c><00:01:47.840><c> the</c> our discussions on the height of the our discussions on the height of the s<00:01:50.240><c> the</c><00:01:50.560><c> s</c><00:01:50.880><c> here</c> s the s here s the s here is<00:01:51.680><c> referring</c><00:01:52.399><c> to</c><00:01:52.960><c> the</c><00:01:53.200><c> height</c><00:01:53.600><c> of</c><00:01:53.759><c> the</c><00:01:54.000><c> stress</c> is referring to the height of the stress is referring to the height of the stress plot plot plot it<00:01:56.479><c> is</c><00:01:56.799><c> determined</c><00:01:57.600><c> as</c><00:01:57.920><c> the</c><00:01:58.320><c> functions</c><00:01:59.119><c> of</c><00:01:59.360><c> the</c> it is determined as the functions of the it is determined as the functions of the lever<00:02:00.079><c> arm</c> lever arm lever arm and<00:02:00.880><c> depth</c><00:02:01.200><c> of</c><00:02:01.360><c> the</c><00:02:01.600><c> beam</c><00:02:02.880><c> the</c><00:02:03.119><c> lever</c> and depth of the beam the lever and depth of the beam the lever mz<00:02:04.399><c> is</c><00:02:04.799><c> determined</c><00:02:05.600><c> from</c><00:02:06.000><c> the</c><00:02:06.240><c> standard</c> mz is determined from the standard mz is determined from the standard equations<00:02:07.680><c> for</c><00:02:07.920><c> the</c><00:02:08.080><c> level</c><00:02:08.479><c> arm</c> equations for the level arm equations for the level arm and<00:02:09.920><c> the</c><00:02:10.160><c> k</c><00:02:10.560><c> here</c><00:02:11.039><c> represent</c><00:02:12.000><c> the</c> and the k here represent the and the k here represent the moment<00:02:13.360><c> divided</c><00:02:14.080><c> by</c><00:02:14.640><c> b</c><00:02:15.120><c> f</c><00:02:15.760><c> d</c> moment divided by b f d moment divided by b f d squared<00:02:16.720><c> f</c><00:02:16.879><c> c</c><00:02:17.120><c> k</c><00:02:18.720><c> the</c><00:02:18.959><c> b</c> squared f c k the b squared f c k the b f<00:02:19.520><c> here</c><00:02:20.080><c> is</c><00:02:20.400><c> referring</c><00:02:21.120><c> to</c><00:02:21.440><c> the</c><00:02:21.680><c> width</c><00:02:22.000><c> of</c><00:02:22.160><c> the</c> f here is referring to the width of the f here is referring to the width of the flank flank flank the<00:02:24.640><c> m</c><00:02:24.959><c> here</c><00:02:25.440><c> is</c><00:02:25.840><c> referring</c><00:02:26.480><c> to</c><00:02:26.959><c> the</c><00:02:27.280><c> moment</c> the m here is referring to the moment the m here is referring to the moment load<00:02:28.080><c> acting</c> load acting load acting on<00:02:29.120><c> the</c><00:02:29.760><c> member</c><00:02:31.599><c> substitute</c><00:02:32.400><c> the</c><00:02:32.720><c> relevant</c> on the member substitute the relevant on the member substitute the relevant value value value you<00:02:34.160><c> will</c><00:02:34.480><c> obtain</c><00:02:34.959><c> the</c><00:02:35.280><c> s</c><00:02:35.599><c> here</c><00:02:36.400><c> to</c><00:02:36.640><c> be</c> you will obtain the s here to be you will obtain the s here to be compared<00:02:37.680><c> with</c> compared with compared with the<00:02:38.720><c> thickness</c><00:02:39.360><c> of</c><00:02:39.519><c> the</c><00:02:39.920><c> flank</c> the thickness of the flank the thickness of the flank if<00:02:42.239><c> your</c><00:02:42.640><c> s</c><00:02:42.879><c> here</c><00:02:43.440><c> is</c><00:02:43.840><c> less</c><00:02:44.080><c> than</c><00:02:44.400><c> the</c><00:02:44.720><c> hf</c> if your s here is less than the hf if your s here is less than the hf that<00:02:46.080><c> means</c><00:02:46.560><c> the</c><00:02:46.959><c> stress</c><00:02:47.360><c> block</c><00:02:47.680><c> is</c><00:02:48.000><c> within</c> that means the stress block is within that means the stress block is within the<00:02:48.840><c> flank</c> the flank the flank the<00:02:50.319><c> calculation</c><00:02:51.200><c> step</c><00:02:51.680><c> here</c><00:02:52.160><c> is</c><00:02:52.400><c> relatively</c> the calculation step here is relatively the calculation step here is relatively easy easy easy you<00:02:55.280><c> just</c><00:02:55.760><c> need</c><00:02:56.000><c> to</c><00:02:56.480><c> use</c><00:02:56.959><c> the</c><00:02:57.200><c> equations</c><00:02:58.080><c> for</c> you just need to use the equations for you just need to use the equations for the the the s<00:02:59.040><c> for</c><00:02:59.200><c> a</c><00:02:59.360><c> typical</c><00:03:00.000><c> rectangular</c><00:03:00.879><c> beam</c> s for a typical rectangular beam s for a typical rectangular beam the<00:03:02.879><c> moment</c><00:03:03.440><c> here</c><00:03:03.920><c> is</c><00:03:04.239><c> referring</c><00:03:04.879><c> to</c><00:03:05.280><c> moment</c> the moment here is referring to moment the moment here is referring to moment acting<00:03:06.159><c> on</c><00:03:06.319><c> the</c><00:03:06.560><c> member</c> acting on the member acting on the member while<00:03:07.680><c> the</c><00:03:07.920><c> z</c><00:03:08.319><c> here</c><00:03:08.879><c> is</c><00:03:09.200><c> obtaining</c><00:03:10.000><c> from</c><00:03:10.159><c> the</c> while the z here is obtaining from the while the z here is obtaining from the equations<00:03:11.200><c> for</c><00:03:11.360><c> the</c><00:03:11.599><c> z</c> equations for the z equations for the z however<00:03:14.239><c> if</c><00:03:14.480><c> you</c><00:03:14.720><c> find</c><00:03:15.040><c> that</c><00:03:15.280><c> your</c><00:03:15.599><c> s</c><00:03:16.000><c> is</c> however if you find that your s is however if you find that your s is not<00:03:17.280><c> smaller</c><00:03:18.080><c> than</c><00:03:18.319><c> your</c><00:03:18.560><c> hf</c> not smaller than your hf not smaller than your hf that<00:03:20.319><c> means</c><00:03:20.720><c> the</c><00:03:21.040><c> spreadshot</c><00:03:21.920><c> is</c><00:03:22.159><c> going</c><00:03:22.480><c> to</c><00:03:22.800><c> be</c> that means the spreadshot is going to be that means the spreadshot is going to be stretched<00:03:23.760><c> into</c><00:03:24.319><c> the</c><00:03:24.720><c> web</c><00:03:26.000><c> with</c><00:03:26.319><c> that</c> stretched into the web with that stretched into the web with that this<00:03:27.760><c> stress</c><00:03:28.239><c> plot</c><00:03:28.799><c> diagram</c><00:03:29.599><c> is</c><00:03:30.840><c> applied</c> this stress plot diagram is applied this stress plot diagram is applied at<00:03:32.239><c> this</c><00:03:32.480><c> stage</c><00:03:33.120><c> you</c><00:03:33.360><c> only</c><00:03:33.760><c> know</c><00:03:34.159><c> that</c><00:03:34.480><c> the</c><00:03:34.799><c> s</c> at this stage you only know that the s at this stage you only know that the s is<00:03:35.760><c> beyond</c><00:03:36.400><c> the</c><00:03:36.720><c> flank</c><00:03:37.599><c> but</c><00:03:37.920><c> you</c><00:03:38.159><c> do</c><00:03:38.319><c> not</c><00:03:38.640><c> know</c> is beyond the flank but you do not know is beyond the flank but you do not know to<00:03:39.280><c> which</c><00:03:39.680><c> extent</c><00:03:40.319><c> it</c><00:03:40.560><c> reached</c><00:03:41.040><c> within</c><00:03:41.519><c> the</c> to which extent it reached within the to which extent it reached within the web web web therefore<00:03:43.519><c> you</c><00:03:43.760><c> need</c><00:03:43.920><c> to</c><00:03:44.400><c> determine</c><00:03:45.120><c> the</c> therefore you need to determine the therefore you need to determine the positions<00:03:46.319><c> of</c><00:03:46.480><c> the</c><00:03:46.720><c> s</c> positions of the s positions of the s within<00:03:47.680><c> the</c><00:03:47.920><c> web</c><00:03:50.080><c> this</c><00:03:50.480><c> can</c><00:03:50.720><c> be</c><00:03:50.959><c> done</c> within the web this can be done within the web this can be done by<00:03:51.760><c> using</c><00:03:52.319><c> the</c><00:03:52.799><c> equations</c><00:03:53.760><c> to</c><00:03:54.159><c> determine</c><00:03:54.959><c> the</c> by using the equations to determine the by using the equations to determine the moment<00:03:56.080><c> of</c><00:03:56.400><c> the</c><00:03:57.200><c> flank</c><00:03:57.760><c> beam</c> moment of the flank beam moment of the flank beam it<00:03:59.200><c> is</c><00:03:59.519><c> in</c><00:03:59.680><c> the</c><00:03:59.920><c> functions</c><00:04:00.640><c> of</c><00:04:01.120><c> fcf</c> it is in the functions of fcf it is in the functions of fcf multiply<00:04:03.040><c> z1</c><00:04:03.920><c> plus</c><00:04:04.560><c> scw</c> multiply z1 plus scw multiply z1 plus scw multiply<00:04:06.319><c> z2</c><00:04:08.319><c> the</c> multiply z2 the multiply z2 the relevant<00:04:09.480><c> equations</c><00:04:10.640><c> are</c><00:04:11.040><c> given</c><00:04:12.840><c> here</c> relevant equations are given here relevant equations are given here the<00:04:14.720><c> moment</c><00:04:15.200><c> here</c><00:04:15.680><c> is</c><00:04:16.079><c> taking</c><00:04:16.639><c> as</c><00:04:16.959><c> the</c><00:04:17.280><c> moment</c> the moment here is taking as the moment the moment here is taking as the moment acting<00:04:18.560><c> on</c><00:04:18.720><c> the</c><00:04:19.120><c> member</c><00:04:20.799><c> with</c><00:04:21.040><c> that</c> acting on the member with that acting on the member with that this<00:04:22.240><c> entire</c><00:04:22.880><c> equation</c><00:04:23.840><c> will</c><00:04:24.080><c> have</c><00:04:24.560><c> only</c> this entire equation will have only this entire equation will have only one<00:04:26.400><c> unknown</c><00:04:27.360><c> which</c><00:04:27.680><c> is</c><00:04:28.000><c> the</c><00:04:28.320><c> sw</c> one unknown which is the sw one unknown which is the sw solve<00:04:31.520><c> the</c><00:04:31.759><c> equations</c><00:04:32.960><c> to</c><00:04:33.440><c> obtain</c><00:04:34.000><c> the</c> solve the equations to obtain the solve the equations to obtain the sw<00:04:36.080><c> and</c><00:04:36.400><c> by</c><00:04:36.720><c> now</c><00:04:37.199><c> you</c><00:04:37.440><c> should</c><00:04:37.680><c> have</c><00:04:38.000><c> already</c> sw and by now you should have already sw and by now you should have already have<00:04:39.040><c> the</c><00:04:39.360><c> sw</c><00:04:41.440><c> your</c><00:04:41.759><c> next</c><00:04:42.080><c> step</c><00:04:42.400><c> is</c><00:04:42.720><c> to</c> have the sw your next step is to have the sw your next step is to determine determine determine the<00:04:44.400><c> amount</c><00:04:44.880><c> of</c><00:04:45.120><c> reinforcement</c><00:04:45.840><c> bar</c><00:04:46.240><c> embedded</c> the amount of reinforcement bar embedded the amount of reinforcement bar embedded within<00:04:47.520><c> the</c> within the within the section<00:04:49.919><c> use</c><00:04:50.240><c> the</c><00:04:50.639><c> equations</c><00:04:51.600><c> or</c><00:04:51.840><c> static</c> section use the equations or static section use the equations or static equilibrium equilibrium equilibrium where<00:04:54.560><c> fst</c><00:04:55.520><c> it</c><00:04:55.600><c> will</c><00:04:55.919><c> be</c><00:04:56.320><c> equals</c><00:04:56.880><c> to</c> where fst it will be equals to where fst it will be equals to fcf<00:04:58.240><c> plus</c><00:04:58.800><c> fcw</c><00:05:00.000><c> as</c> fcf plus fcw as fcf plus fcw as given<00:05:00.880><c> in</c><00:05:01.039><c> this</c><00:05:01.360><c> equation</c> given in this equation given in this equation the<00:05:03.840><c> equations</c><00:05:04.880><c> for</c><00:05:05.199><c> the</c><00:05:05.600><c> forces</c><00:05:06.320><c> are</c><00:05:06.720><c> given</c> the equations for the forces are given the equations for the forces are given here here here the<00:05:09.919><c> equations</c><00:05:10.880><c> for</c><00:05:11.039><c> the</c><00:05:11.280><c> tension</c><00:05:11.759><c> still</c><00:05:12.479><c> is</c> the equations for the tension still is the equations for the tension still is given<00:05:13.280><c> here</c> given here given here the<00:05:15.440><c> entire</c><00:05:16.080><c> equation</c><00:05:16.960><c> here</c><00:05:17.440><c> will</c><00:05:17.680><c> have</c><00:05:18.000><c> only</c> the entire equation here will have only the entire equation here will have only one<00:05:18.639><c> unknown</c><00:05:19.199><c> which</c> one unknown which one unknown which is<00:05:20.000><c> a</c><00:05:20.240><c> s</c><00:05:22.479><c> solve</c><00:05:22.800><c> the</c><00:05:23.039><c> equation</c><00:05:23.919><c> here</c> is a s solve the equation here is a s solve the equation here you<00:05:24.880><c> will</c><00:05:25.039><c> be</c><00:05:25.360><c> able</c><00:05:25.840><c> to</c><00:05:26.320><c> determine</c><00:05:27.039><c> the</c><00:05:27.440><c> amount</c> you will be able to determine the amount you will be able to determine the amount of<00:05:28.160><c> reinforcement</c><00:05:29.039><c> bar</c><00:05:29.360><c> for</c><00:05:29.600><c> the</c><00:05:29.840><c> flame</c><00:05:30.240><c> beam</c> of reinforcement bar for the flame beam of reinforcement bar for the flame beam it<00:05:32.479><c> is</c><00:05:32.800><c> noted</c><00:05:33.280><c> that</c><00:05:33.759><c> these</c><00:05:34.240><c> equations</c> it is noted that these equations it is noted that these equations is<00:05:35.919><c> applicable</c><00:05:36.960><c> for</c><00:05:37.280><c> the</c><00:05:37.440><c> flame</c><00:05:37.840><c> beam</c><00:05:38.400><c> which</c> is applicable for the flame beam which is applicable for the flame beam which is<00:05:39.520><c> singly</c><00:05:40.160><c> reinforced</c> is singly reinforced is singly reinforced due<00:05:42.560><c> to</c><00:05:42.880><c> the</c><00:05:43.199><c> large</c><00:05:43.759><c> area</c><00:05:44.320><c> of</c><00:05:44.479><c> the</c><00:05:45.120><c> flank</c> compressions<00:05:48.639><c> reinforcement</c><00:05:49.600><c> bar</c><00:05:50.160><c> is</c> compressions reinforcement bar is compressions reinforcement bar is normally normally normally not<00:05:51.360><c> required</c>
58	MLDDChTZzRc	4.18 Example: flange section with stress block outside the flange	https://www.youtube.com/watch?v=MLDDChTZzRc	4.18_Example_-_flange_section_with_stress_block_outside_the_flange.en.vtt	let<00:00:00.399><c> us</c><00:00:00.640><c> try</c><00:00:01.040><c> an</c><00:00:01.199><c> example</c><00:00:02.000><c> to</c><00:00:02.399><c> determine</c><00:00:03.199><c> the</c> let us try an example to determine the let us try an example to determine the amount<00:00:04.080><c> of</c><00:00:04.160><c> reinforcement</c><00:00:05.040><c> bar</c><00:00:05.359><c> required</c> amount of reinforcement bar required amount of reinforcement bar required within<00:00:07.040><c> a</c><00:00:07.359><c> flank</c><00:00:07.919><c> sections</c> a<00:00:10.800><c> t</c><00:00:11.200><c> suction</c><00:00:11.759><c> beam</c><00:00:12.240><c> shown</c><00:00:12.799><c> here</c> a t suction beam shown here a t suction beam shown here is<00:00:13.920><c> required</c><00:00:14.639><c> to</c><00:00:14.960><c> receive</c><00:00:15.679><c> a</c><00:00:16.080><c> design</c> is required to receive a design is required to receive a design ultimate<00:00:17.680><c> moment</c><00:00:18.400><c> of</c><00:00:18.720><c> 180</c><00:00:19.600><c> kilo</c><00:00:19.920><c> newton</c><00:00:20.480><c> meter</c> ultimate moment of 180 kilo newton meter ultimate moment of 180 kilo newton meter the<00:00:22.720><c> strength</c><00:00:23.119><c> of</c><00:00:23.279><c> the</c><00:00:23.439><c> steel</c><00:00:23.840><c> bar</c><00:00:24.320><c> is</c><00:00:24.800><c> 500</c> the strength of the steel bar is 500 the strength of the steel bar is 500 newton<00:00:25.920><c> per</c><00:00:26.160><c> mm</c><00:00:26.560><c> square</c> newton per mm square newton per mm square and<00:00:27.760><c> the</c><00:00:27.920><c> strength</c><00:00:28.400><c> of</c><00:00:28.560><c> concrete</c><00:00:29.119><c> is</c><00:00:29.439><c> 25</c> and the strength of concrete is 25 and the strength of concrete is 25 newton<00:00:30.640><c> per</c> newton per newton per mm<00:00:31.439><c> square</c><00:00:34.000><c> you</c><00:00:34.239><c> are</c><00:00:34.480><c> asked</c><00:00:34.800><c> to</c><00:00:35.120><c> calculate</c><00:00:35.760><c> the</c> mm square you are asked to calculate the mm square you are asked to calculate the amount<00:00:36.559><c> of</c><00:00:36.719><c> reinforcement</c><00:00:37.600><c> bar</c> amount of reinforcement bar amount of reinforcement bar required<00:00:38.879><c> within</c><00:00:39.440><c> the</c><00:00:39.840><c> section</c> the<00:00:43.600><c> sections</c><00:00:44.160><c> have</c><00:00:44.480><c> a</c><00:00:44.719><c> flank</c><00:00:45.520><c> equals</c><00:00:46.079><c> to</c> the sections have a flank equals to the sections have a flank equals to 400<00:00:47.039><c> mm</c><00:00:48.480><c> the</c><00:00:48.719><c> thickness</c><00:00:49.200><c> of</c><00:00:49.360><c> the</c><00:00:49.520><c> flange</c> 400 mm the thickness of the flange 400 mm the thickness of the flange is<00:00:50.399><c> 100</c><00:00:50.879><c> mm</c><00:00:52.160><c> the</c><00:00:52.399><c> depth</c><00:00:52.719><c> of</c><00:00:52.879><c> the</c><00:00:53.120><c> beam</c> is 100 mm the depth of the beam is 100 mm the depth of the beam is<00:00:53.920><c> 350</c><00:00:55.520><c> and</c><00:00:56.000><c> the</c><00:00:56.239><c> width</c> is 350 and the width is 350 and the width of<00:00:56.960><c> the</c><00:00:58.160><c> web</c><00:00:58.559><c> is</c><00:00:58.960><c> 200</c> you<00:01:01.840><c> are</c><00:01:02.079><c> asked</c><00:01:02.480><c> to</c><00:01:02.879><c> determine</c><00:01:03.680><c> the</c><00:01:03.920><c> eas</c> you are asked to determine the eas you are asked to determine the eas required<00:01:06.159><c> in</c><00:01:06.640><c> the</c><00:01:07.200><c> section</c> required in the section required in the section you<00:01:09.280><c> may</c><00:01:09.520><c> pause</c><00:01:09.920><c> the</c><00:01:10.080><c> video</c><00:01:10.479><c> for</c><00:01:10.720><c> a</c><00:01:10.880><c> while</c><00:01:11.600><c> for</c> you may pause the video for a while for you may pause the video for a while for you you you to<00:01:12.479><c> work</c><00:01:12.799><c> out</c><00:01:13.040><c> the</c><00:01:13.360><c> solution</c> to work out the solution to work out the solution with<00:01:16.240><c> the</c><00:01:16.640><c> informations</c><00:01:17.680><c> given</c><00:01:18.159><c> here</c> with the informations given here with the informations given here we<00:01:19.759><c> still</c><00:01:20.159><c> do</c><00:01:20.400><c> not</c><00:01:20.640><c> know</c><00:01:20.960><c> whether</c><00:01:21.600><c> the</c> we still do not know whether the we still do not know whether the expressway expressway expressway is<00:01:23.200><c> actually</c><00:01:23.840><c> falling</c><00:01:24.400><c> within</c><00:01:24.960><c> the</c> is actually falling within the is actually falling within the height<00:01:26.240><c> of</c><00:01:26.400><c> the</c><00:01:26.560><c> flange</c><00:01:27.040><c> or</c><00:01:27.439><c> is</c><00:01:27.680><c> actually</c><00:01:28.240><c> go</c> height of the flange or is actually go height of the flange or is actually go beyond beyond beyond the<00:01:29.840><c> height</c><00:01:30.159><c> of</c><00:01:30.240><c> the</c><00:01:30.479><c> flange</c><00:01:31.040><c> into</c><00:01:31.439><c> the</c><00:01:31.680><c> web</c> the height of the flange into the web the height of the flange into the web to<00:01:33.360><c> do</c><00:01:33.680><c> so</c><00:01:34.320><c> you</c><00:01:34.479><c> may</c><00:01:34.720><c> either</c><00:01:35.360><c> check</c><00:01:35.600><c> the</c><00:01:35.840><c> s</c> to do so you may either check the s to do so you may either check the s or<00:01:36.720><c> check</c><00:01:36.960><c> the</c><00:01:37.360><c> moment</c><00:01:37.840><c> load</c><00:01:38.320><c> against</c><00:01:38.880><c> the</c><00:01:39.200><c> hf</c> or check the moment load against the hf or check the moment load against the hf or or or against<00:01:41.040><c> the</c><00:01:41.520><c> moment's</c><00:01:42.240><c> capacity</c><00:01:43.200><c> of</c><00:01:43.360><c> the</c> against the moment's capacity of the against the moment's capacity of the flank flank flank let's<00:01:45.439><c> say</c><00:01:45.759><c> now</c><00:01:46.079><c> we</c><00:01:46.320><c> choose</c><00:01:46.880><c> to</c><00:01:47.360><c> use</c><00:01:47.759><c> the</c> let's say now we choose to use the let's say now we choose to use the moment<00:01:48.560><c> as</c><00:01:48.799><c> the</c><00:01:49.119><c> checking</c><00:01:49.600><c> criteria</c> moment as the checking criteria moment as the checking criteria we<00:01:51.439><c> need</c><00:01:51.680><c> to</c><00:01:52.079><c> first</c><00:01:52.479><c> determine</c><00:01:53.200><c> the</c><00:01:53.520><c> moment</c> we need to first determine the moment we need to first determine the moment due<00:01:54.880><c> to</c><00:01:55.119><c> the</c><00:01:55.280><c> flank</c><00:01:56.799><c> it</c><00:01:57.040><c> is</c><00:01:57.360><c> in</c><00:01:57.520><c> the</c><00:01:57.759><c> functions</c> due to the flank it is in the functions due to the flank it is in the functions of of of compressive<00:01:59.920><c> strength</c><00:02:00.399><c> of</c><00:02:00.560><c> the</c><00:02:00.719><c> flange</c> compressive strength of the flange compressive strength of the flange multiply<00:02:02.159><c> the</c><00:02:02.399><c> lever</c><00:02:02.880><c> arm</c> multiply the lever arm multiply the lever arm to<00:02:03.840><c> the</c><00:02:04.640><c> centroid</c><00:02:05.439><c> of</c><00:02:05.600><c> the</c><00:02:06.000><c> tension</c><00:02:06.479><c> steel</c><00:02:06.880><c> bar</c> to the centroid of the tension steel bar to the centroid of the tension steel bar the<00:02:08.720><c> compressive</c><00:02:09.360><c> strength</c><00:02:09.840><c> of</c><00:02:10.000><c> the</c><00:02:10.160><c> flange</c> the compressive strength of the flange the compressive strength of the flange is<00:02:11.120><c> calculated</c><00:02:12.000><c> by</c><00:02:12.400><c> multiplying</c><00:02:13.200><c> the</c><00:02:13.440><c> design</c> is calculated by multiplying the design is calculated by multiplying the design strength<00:02:14.319><c> of</c><00:02:14.400><c> the</c><00:02:14.560><c> concrete</c> strength of the concrete strength of the concrete multiplying<00:02:16.319><c> the</c><00:02:16.560><c> height</c><00:02:16.879><c> of</c><00:02:16.959><c> the</c><00:02:17.120><c> flange</c> multiplying the height of the flange multiplying the height of the flange multiply<00:02:18.640><c> the</c><00:02:18.959><c> width</c><00:02:19.280><c> of</c><00:02:19.360><c> the</c><00:02:19.520><c> flange</c> multiply the width of the flange multiply the width of the flange as<00:02:21.680><c> for</c><00:02:21.840><c> the</c><00:02:22.080><c> lever</c><00:02:22.480><c> arm</c><00:02:23.040><c> it</c><00:02:23.280><c> is</c><00:02:23.520><c> determined</c> as for the lever arm it is determined as for the lever arm it is determined by<00:02:26.000><c> minusing</c><00:02:26.720><c> the</c><00:02:26.959><c> d</c><00:02:27.520><c> with</c> by minusing the d with by minusing the d with half<00:02:28.480><c> of</c><00:02:28.640><c> the</c><00:02:29.040><c> height</c><00:02:29.520><c> of</c><00:02:29.680><c> the</c><00:02:30.480><c> flank</c> half of the height of the flank half of the height of the flank the<00:02:32.560><c> moment</c><00:02:33.040><c> capacity</c><00:02:33.920><c> of</c><00:02:34.080><c> the</c><00:02:34.319><c> flange</c><00:02:34.800><c> here</c> the moment capacity of the flange here the moment capacity of the flange here is<00:02:35.840><c> determined</c><00:02:36.560><c> to</c><00:02:36.720><c> be</c><00:02:37.160><c> 170</c><00:02:38.239><c> kilo</c><00:02:38.560><c> newton</c> is determined to be 170 kilo newton is determined to be 170 kilo newton meter meter meter compared<00:02:40.720><c> with</c><00:02:41.120><c> the</c><00:02:41.440><c> moment</c><00:02:42.319><c> load</c><00:02:42.640><c> acting</c><00:02:43.120><c> on</c> compared with the moment load acting on compared with the moment load acting on the<00:02:43.519><c> section</c> the<00:02:46.640><c> moment</c><00:02:47.040><c> resistance</c><00:02:48.000><c> is</c><00:02:48.560><c> less</c><00:02:48.959><c> than</c><00:02:49.360><c> the</c> the moment resistance is less than the the moment resistance is less than the load load load acting<00:02:50.400><c> on</c><00:02:50.480><c> the</c><00:02:50.720><c> sections</c><00:02:51.840><c> with</c><00:02:52.160><c> that</c><00:02:52.800><c> it</c><00:02:53.040><c> is</c> acting on the sections with that it is acting on the sections with that it is concluded<00:02:53.920><c> that</c> concluded that concluded that the<00:02:54.560><c> spreadspot</c><00:02:55.440><c> must</c><00:02:55.920><c> extend</c><00:02:56.640><c> beyond</c><00:02:57.200><c> the</c> the spreadspot must extend beyond the the spreadspot must extend beyond the flank flank flank and<00:02:58.640><c> some</c><00:02:59.040><c> portions</c><00:02:59.680><c> of</c><00:02:59.760><c> the</c><00:03:00.000><c> web</c><00:03:00.560><c> is</c><00:03:01.040><c> taken</c> and some portions of the web is taken and some portions of the web is taken to<00:03:02.480><c> resist</c><00:03:03.120><c> the</c><00:03:03.440><c> moment</c><00:03:04.000><c> as</c><00:03:04.239><c> well</c> to resist the moment as well to resist the moment as well with<00:03:05.760><c> that</c><00:03:06.159><c> we</c><00:03:06.319><c> need</c><00:03:06.640><c> to</c><00:03:07.040><c> determine</c><00:03:07.840><c> the</c><00:03:08.239><c> depth</c> with that we need to determine the depth with that we need to determine the depth of<00:03:09.040><c> the</c> of the of the sw<00:03:12.080><c> sw</c> sw sw sw sw is<00:03:13.599><c> referring</c><00:03:14.319><c> to</c><00:03:14.879><c> the</c><00:03:15.360><c> depth</c><00:03:15.760><c> of</c><00:03:15.920><c> the</c><00:03:16.159><c> web</c> is referring to the depth of the web is referring to the depth of the web which which which is<00:03:17.120><c> undergo</c><00:03:18.080><c> compressions</c> when<00:03:21.360><c> the</c><00:03:21.599><c> stress</c><00:03:22.400><c> falls</c><00:03:22.800><c> beyond</c><00:03:23.519><c> the</c><00:03:23.760><c> flank</c> when the stress falls beyond the flank when the stress falls beyond the flank and<00:03:24.799><c> this</c><00:03:25.200><c> transport</c><00:03:26.400><c> will</c><00:03:26.720><c> be</c><00:03:27.120><c> applied</c> and this transport will be applied and this transport will be applied now<00:03:29.360><c> the</c><00:03:29.599><c> moment</c><00:03:30.480><c> of</c><00:03:30.799><c> the</c><00:03:31.200><c> section</c><00:03:31.760><c> here</c> now the moment of the section here now the moment of the section here is<00:03:32.560><c> determining</c><00:03:33.599><c> by</c><00:03:34.360><c> fctf</c> is determining by fctf is determining by fctf multiply<00:03:36.640><c> z1</c><00:03:37.720><c> fcw</c> multiply z1 fcw multiply z1 fcw multiply<00:03:39.840><c> z2</c> fcf<00:03:44.080><c> multiply</c><00:03:45.040><c> z1</c><00:03:45.920><c> is</c><00:03:46.239><c> actually</c><00:03:46.879><c> the</c><00:03:47.120><c> same</c><00:03:47.519><c> as</c> fcf multiply z1 is actually the same as fcf multiply z1 is actually the same as the<00:03:48.000><c> one</c><00:03:48.319><c> that</c><00:03:48.560><c> we</c><00:03:48.799><c> discussed</c><00:03:49.440><c> previously</c> the one that we discussed previously the one that we discussed previously as<00:03:51.920><c> for</c><00:03:52.599><c> fcw</c><00:03:54.159><c> is</c><00:03:54.400><c> actually</c><00:03:54.879><c> determined</c><00:03:55.680><c> by</c> as for fcw is actually determined by as for fcw is actually determined by 0.567<00:03:58.799><c> multiplied</c> 0.567 multiplied 0.567 multiplied sw<00:04:01.360><c> multiply</c><00:04:02.319><c> the</c><00:04:02.560><c> width</c> sw multiply the width sw multiply the width of<00:04:03.280><c> the</c><00:04:04.159><c> web</c> of the web of the web as<00:04:06.560><c> for</c><00:04:06.879><c> level</c><00:04:07.360><c> m</c><00:04:07.760><c> z2</c> as for level m z2 as for level m z2 it<00:04:10.080><c> can</c><00:04:10.400><c> be</c><00:04:10.720><c> determined</c><00:04:11.439><c> by</c><00:04:12.319><c> minus</c> it can be determined by minus it can be determined by minus d<00:04:14.159><c> with</c><00:04:14.400><c> the</c><00:04:14.640><c> hf</c><00:04:15.840><c> and</c><00:04:16.239><c> also</c> d with the hf and also d with the hf and also half<00:04:17.359><c> of</c><00:04:17.680><c> the</c><00:04:18.400><c> height</c><00:04:18.880><c> of</c><00:04:19.040><c> the</c><00:04:19.280><c> sw</c> half of the height of the sw half of the height of the sw taking<00:04:22.079><c> the</c><00:04:22.320><c> moment</c><00:04:22.800><c> here</c><00:04:23.440><c> as</c><00:04:23.759><c> a</c><00:04:23.919><c> moment</c><00:04:24.400><c> load</c> taking the moment here as a moment load taking the moment here as a moment load 180 180 180 the<00:04:27.600><c> entire</c><00:04:28.320><c> equation</c><00:04:29.280><c> here</c> the entire equation here the entire equation here only<00:04:31.199><c> have</c><00:04:31.840><c> one</c><00:04:32.960><c> unknown</c> only have one unknown only have one unknown reorganize<00:04:36.240><c> the</c><00:04:36.520><c> equations</c><00:04:37.600><c> you</c><00:04:37.840><c> obtain</c> reorganize the equations you obtain reorganize the equations you obtain this<00:04:39.520><c> and</c><00:04:39.919><c> solve</c><00:04:40.320><c> this</c><00:04:40.840><c> equations</c><00:04:41.759><c> you</c><00:04:42.000><c> obtain</c> this and solve this equations you obtain this and solve this equations you obtain the<00:04:43.199><c> sw</c><00:04:44.000><c> equals</c><00:04:44.639><c> to</c><00:04:45.040><c> 15</c> the sw equals to 15 the sw equals to 15 mm<00:04:47.199><c> this</c><00:04:47.600><c> means</c><00:04:48.080><c> that</c> mm this means that mm this means that the<00:04:49.759><c> s</c><00:04:50.080><c> here</c><00:04:50.960><c> is</c><00:04:51.759><c> 1</c> the s here is 1 the s here is 1 and<00:04:52.880><c> 15</c><00:04:53.440><c> and</c><00:04:53.680><c> n</c><00:04:54.240><c> from</c><00:04:54.639><c> the</c><00:04:54.880><c> top</c><00:04:55.199><c> of</c><00:04:55.280><c> the</c><00:04:55.520><c> beam</c> and 15 and n from the top of the beam and 15 and n from the top of the beam and<00:04:56.880><c> 100</c><00:04:57.520><c> mn</c><00:04:58.080><c> is</c><00:04:58.320><c> for</c><00:04:58.720><c> the</c><00:04:59.120><c> flank</c> and 100 mn is for the flank and 100 mn is for the flank and<00:05:00.080><c> 15</c><00:05:00.639><c> and</c><00:05:00.800><c> then</c><00:05:01.280><c> is</c><00:05:01.600><c> for</c><00:05:01.759><c> the</c><00:05:01.919><c> web</c> and 15 and then is for the web and 15 and then is for the web with<00:05:04.080><c> the</c><00:05:04.320><c> sw</c><00:05:05.199><c> of</c><00:05:05.440><c> 10</c> with the sw of 10 with the sw of 10 our<00:05:07.440><c> next</c><00:05:07.759><c> step</c><00:05:08.160><c> is</c><00:05:08.560><c> to</c><00:05:08.960><c> determine</c><00:05:09.840><c> the</c><00:05:10.080><c> eas</c> our next step is to determine the eas our next step is to determine the eas in<00:05:11.199><c> the</c><00:05:11.600><c> section</c><00:05:13.360><c> use</c><00:05:13.680><c> the</c><00:05:14.080><c> principles</c><00:05:14.960><c> of</c> in the section use the principles of in the section use the principles of equilibrium equilibrium equilibrium your<00:05:18.000><c> fst</c><00:05:19.039><c> will</c><00:05:19.280><c> be</c><00:05:19.520><c> same</c><00:05:20.000><c> as</c><00:05:20.400><c> the</c> your fst will be same as the your fst will be same as the fcf<00:05:21.840><c> and</c><00:05:22.840><c> fcw</c> fcf and fcw fcf and fcw the<00:05:25.199><c> relevant</c><00:05:25.919><c> equations</c><00:05:26.960><c> are</c><00:05:27.280><c> given</c><00:05:27.759><c> here</c> now<00:05:31.039><c> a</c><00:05:31.360><c> s</c><00:05:31.759><c> is</c><00:05:32.000><c> the</c><00:05:32.479><c> only</c><00:05:32.960><c> unknown</c><00:05:33.440><c> within</c> now a s is the only unknown within now a s is the only unknown within the<00:05:34.400><c> equation</c> solve<00:05:37.680><c> this</c><00:05:38.080><c> equations</c><00:05:39.039><c> you</c><00:05:39.199><c> will</c><00:05:39.440><c> obtain</c> solve this equations you will obtain solve this equations you will obtain your your your s<00:05:40.960><c> is</c><00:05:41.280><c> equals</c><00:05:41.840><c> to</c><00:05:42.160><c> 1</c><00:05:42.479><c> 4</c><00:05:42.800><c> 0</c><00:05:43.199><c> 2</c><00:05:43.520><c> mn</c><00:05:43.919><c> square</c> s is equals to 1 4 0 2 mn square s is equals to 1 4 0 2 mn square with<00:05:46.000><c> that</c><00:05:46.880><c> for</c><00:05:47.120><c> the</c><00:05:47.520><c> flank</c><00:05:48.000><c> sections</c> with that for the flank sections with that for the flank sections to<00:05:49.120><c> resist</c><00:05:49.840><c> the</c><00:05:50.080><c> load</c><00:05:50.400><c> of</c><00:05:50.560><c> 180</c><00:05:51.280><c> kilo</c><00:05:51.680><c> newton</c> to resist the load of 180 kilo newton to resist the load of 180 kilo newton meter meter meter the<00:05:53.600><c> amount</c><00:05:54.160><c> of</c><00:05:54.320><c> reinforcement</c><00:05:55.280><c> bar</c><00:05:55.600><c> required</c> the amount of reinforcement bar required the amount of reinforcement bar required here here here needs<00:05:57.360><c> to</c><00:05:57.520><c> be</c><00:05:57.840><c> at</c><00:05:58.080><c> least</c><00:05:58.479><c> greater</c><00:05:59.199><c> than</c><00:05:59.960><c> 1402</c> needs to be at least greater than 1402 needs to be at least greater than 1402 mn<00:06:01.520><c> square</c>
59	VXD_j4NGQUY	4.19 Example 2: Flange beam with stress block outside flange	https://www.youtube.com/watch?v=VXD_j4NGQUY	4.19_Example_2_-_Flange_beam_with_stress_block_outside_flange.en.vtt	let<00:00:00.240><c> us</c><00:00:00.480><c> try</c><00:00:00.799><c> another</c><00:00:01.520><c> example</c><00:00:02.320><c> for</c><00:00:02.720><c> the</c><00:00:03.040><c> flank</c> let us try another example for the flank let us try another example for the flank sections sections sections this<00:00:05.359><c> time</c><00:00:06.080><c> you</c><00:00:06.319><c> are</c><00:00:06.640><c> given</c><00:00:07.200><c> the</c><00:00:08.000><c> amount</c><00:00:08.480><c> of</c> this time you are given the amount of this time you are given the amount of reinforcement<00:00:09.440><c> bar</c> reinforcement bar reinforcement bar equals<00:00:10.719><c> to</c><00:00:11.559><c> 2592</c><00:00:12.719><c> mm</c><00:00:13.120><c> square</c> equals to 2592 mm square equals to 2592 mm square with<00:00:15.599><c> the</c><00:00:15.839><c> sections</c><00:00:16.480><c> given</c><00:00:16.960><c> here</c><00:00:17.760><c> you</c><00:00:18.000><c> are</c> with the sections given here you are with the sections given here you are asked<00:00:18.560><c> to</c> asked to asked to determine<00:00:19.680><c> the</c><00:00:20.080><c> moment</c><00:00:20.560><c> resistance</c><00:00:21.520><c> of</c><00:00:21.840><c> the</c> determine the moment resistance of the determine the moment resistance of the section the<00:00:25.279><c> sections</c><00:00:25.760><c> had</c><00:00:26.000><c> the</c><00:00:26.160><c> flame</c><00:00:26.560><c> width</c><00:00:26.960><c> of</c><00:00:27.199><c> 450</c> the sections had the flame width of 450 the sections had the flame width of 450 the<00:00:29.199><c> width</c><00:00:29.599><c> of</c><00:00:29.760><c> the</c><00:00:30.000><c> web</c><00:00:30.400><c> is</c><00:00:30.720><c> 300</c> the width of the web is 300 the width of the web is 300 the<00:00:33.120><c> height</c><00:00:33.440><c> of</c><00:00:33.520><c> the</c><00:00:33.760><c> flange</c><00:00:34.239><c> is</c><00:00:34.559><c> 150</c> the height of the flange is 150 the height of the flange is 150 and<00:00:36.719><c> the</c><00:00:36.960><c> depth</c><00:00:37.360><c> of</c><00:00:37.520><c> the</c><00:00:37.760><c> beam</c><00:00:38.239><c> is</c><00:00:38.800><c> 550</c> and the depth of the beam is 550 and the depth of the beam is 550 it<00:00:41.280><c> is</c><00:00:41.440><c> given</c><00:00:41.920><c> that</c><00:00:42.320><c> the</c><00:00:42.640><c> steeper</c><00:00:43.600><c> is</c><00:00:43.920><c> 500</c> it is given that the steeper is 500 it is given that the steeper is 500 newton<00:00:45.039><c> per</c><00:00:45.360><c> mm</c><00:00:45.760><c> square</c> newton per mm square newton per mm square and<00:00:47.680><c> the</c><00:00:48.160><c> compressive</c><00:00:48.719><c> strength</c><00:00:49.200><c> of</c><00:00:49.280><c> the</c> and the compressive strength of the and the compressive strength of the concrete concrete concrete is<00:00:50.559><c> 25</c><00:00:51.360><c> newton</c><00:00:51.840><c> per</c><00:00:52.160><c> mm</c><00:00:52.559><c> square</c> is 25 newton per mm square is 25 newton per mm square you<00:00:54.800><c> may</c><00:00:55.039><c> pause</c><00:00:55.360><c> the</c><00:00:55.520><c> video</c><00:00:56.000><c> for</c><00:00:56.160><c> a</c><00:00:56.320><c> while</c><00:00:57.120><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:00:57.600><c> to</c> you to you to work<00:00:58.320><c> out</c><00:00:58.480><c> the</c><00:00:58.879><c> solution</c> work out the solution work out the solution with<00:01:01.680><c> the</c><00:01:01.920><c> given</c><00:01:02.480><c> information</c><00:01:03.440><c> here</c> with the given information here with the given information here you<00:01:05.199><c> are</c><00:01:05.439><c> not</c><00:01:05.680><c> sure</c><00:01:06.159><c> whether</c><00:01:06.799><c> the</c><00:01:07.040><c> stressful</c> you are not sure whether the stressful you are not sure whether the stressful is<00:01:08.000><c> actually</c> is actually is actually falling<00:01:09.040><c> within</c><00:01:09.520><c> the</c><00:01:09.760><c> flank</c><00:01:10.320><c> or</c><00:01:10.840><c> actually</c> falling within the flank or actually falling within the flank or actually stretch stretch stretch into<00:01:12.880><c> the</c><00:01:13.119><c> web</c><00:01:14.560><c> therefore</c> into the web therefore into the web therefore your<00:01:15.920><c> first</c><00:01:16.320><c> step</c><00:01:16.799><c> is</c><00:01:17.119><c> to</c><00:01:17.360><c> determine</c><00:01:18.159><c> whether</c> your first step is to determine whether your first step is to determine whether the<00:01:19.680><c> stress</c><00:01:20.080><c> plot</c><00:01:20.479><c> is</c><00:01:20.799><c> within</c><00:01:21.200><c> the</c><00:01:21.439><c> plan</c> the stress plot is within the plan the stress plot is within the plan or<00:01:22.159><c> within</c><00:01:22.640><c> the</c><00:01:23.119><c> web</c><00:01:24.400><c> this</c><00:01:24.799><c> can</c><00:01:25.040><c> be</c><00:01:25.280><c> done</c><00:01:25.680><c> by</c> or within the web this can be done by or within the web this can be done by comparing<00:01:26.960><c> the</c><00:01:27.360><c> compressive</c><00:01:28.159><c> force</c><00:01:28.880><c> in</c><00:01:29.040><c> the</c> comparing the compressive force in the comparing the compressive force in the concrete<00:01:30.000><c> flank</c> concrete flank concrete flank with<00:01:31.759><c> the</c><00:01:32.240><c> tensile</c><00:01:32.960><c> steel</c><00:01:33.520><c> strength</c> with the tensile steel strength with the tensile steel strength assuming<00:01:35.840><c> that</c><00:01:36.320><c> the</c><00:01:36.720><c> concrete</c><00:01:37.360><c> and</c><00:01:37.520><c> the</c><00:01:37.680><c> steel</c> assuming that the concrete and the steel assuming that the concrete and the steel are<00:01:39.040><c> being</c><00:01:39.439><c> used</c><00:01:40.000><c> at</c><00:01:40.240><c> its</c><00:01:40.720><c> full</c><00:01:41.040><c> capacity</c> are being used at its full capacity are being used at its full capacity based<00:01:42.799><c> on</c><00:01:43.119><c> their</c><00:01:43.520><c> design</c><00:01:44.079><c> strength</c><00:01:45.360><c> the</c> based on their design strength the based on their design strength the compressive<00:01:46.560><c> force</c><00:01:46.960><c> due</c><00:01:47.280><c> to</c><00:01:47.439><c> the</c><00:01:47.680><c> flank</c><00:01:48.240><c> is</c> compressive force due to the flank is compressive force due to the flank is determined<00:01:49.360><c> by</c> determined by determined by multiplying<00:01:50.720><c> the</c><00:01:51.119><c> design</c><00:01:51.680><c> concrete</c><00:01:52.159><c> strength</c> multiplying the design concrete strength multiplying the design concrete strength with<00:01:53.280><c> the</c><00:01:53.840><c> effective</c><00:01:54.720><c> area</c><00:01:55.439><c> of</c><00:01:55.759><c> the</c><00:01:56.079><c> flank</c> with the effective area of the flank with the effective area of the flank it<00:01:58.000><c> is</c><00:01:58.240><c> found</c><00:01:58.560><c> to</c><00:01:58.799><c> be</c><00:01:59.119><c> equal</c><00:01:59.680><c> to</c><00:02:00.159><c> 957</c><00:02:01.200><c> kilo</c> it is found to be equal to 957 kilo it is found to be equal to 957 kilo newton newton newton as<00:02:03.360><c> for</c><00:02:03.600><c> the</c><00:02:03.759><c> steel</c><00:02:04.560><c> forces</c><00:02:05.759><c> it</c><00:02:06.000><c> is</c><00:02:06.240><c> determined</c> as for the steel forces it is determined as for the steel forces it is determined by by by multiplying<00:02:08.080><c> the</c><00:02:08.399><c> design</c><00:02:08.879><c> stress</c><00:02:09.280><c> of</c><00:02:09.440><c> the</c> multiplying the design stress of the multiplying the design stress of the steel steel steel multiply<00:02:11.120><c> the</c><00:02:11.440><c> area</c><00:02:12.080><c> of</c><00:02:12.160><c> the</c><00:02:12.319><c> steel</c> multiply the area of the steel multiply the area of the steel which<00:02:13.760><c> is</c><00:02:14.000><c> found</c><00:02:14.319><c> to</c><00:02:14.560><c> be</c><00:02:14.879><c> one</c><00:02:15.280><c> one</c><00:02:15.599><c> two</c><00:02:15.920><c> eight</c> which is found to be one one two eight which is found to be one one two eight kilo<00:02:16.480><c> newton</c> the<00:02:19.440><c> forces</c><00:02:20.160><c> in</c><00:02:20.239><c> the</c><00:02:20.480><c> steel</c><00:02:20.879><c> bar</c><00:02:21.280><c> is</c><00:02:21.520><c> found</c><00:02:21.920><c> to</c> the forces in the steel bar is found to the forces in the steel bar is found to be<00:02:22.400><c> greater</c><00:02:23.120><c> than</c><00:02:23.440><c> the</c><00:02:23.680><c> forces</c><00:02:24.319><c> in</c><00:02:24.480><c> the</c> be greater than the forces in the be greater than the forces in the compresses<00:02:25.520><c> flank</c> compresses flank compresses flank therefore<00:02:28.000><c> the</c><00:02:28.400><c> s</c><00:02:28.800><c> it</c><00:02:28.959><c> will</c><00:02:29.200><c> be</c> therefore the s it will be therefore the s it will be actually<00:02:30.560><c> greater</c><00:02:31.280><c> than</c><00:02:31.680><c> the</c><00:02:31.920><c> height</c><00:02:32.319><c> of</c><00:02:32.480><c> the</c> actually greater than the height of the actually greater than the height of the flank flank flank that<00:02:34.080><c> means</c><00:02:34.720><c> the</c><00:02:35.120><c> stress</c><00:02:35.680><c> plot</c><00:02:36.000><c> will</c><00:02:36.400><c> stretch</c> that means the stress plot will stretch that means the stress plot will stretch into<00:02:37.519><c> the</c><00:02:37.760><c> web</c><00:02:38.160><c> of</c><00:02:38.400><c> the</c><00:02:39.120><c> section</c> into the web of the section into the web of the section the<00:02:40.879><c> differences</c><00:02:41.760><c> between</c><00:02:42.400><c> the</c><00:02:42.879><c> steel</c><00:02:43.360><c> force</c> the differences between the steel force the differences between the steel force and<00:02:44.080><c> the</c><00:02:44.239><c> compressive</c><00:02:44.959><c> force</c><00:02:45.360><c> of</c><00:02:45.519><c> the</c><00:02:45.680><c> flank</c> and the compressive force of the flank and the compressive force of the flank it<00:02:46.400><c> will</c><00:02:46.720><c> be</c> it will be it will be taken<00:02:47.680><c> by</c><00:02:48.560><c> the</c><00:02:49.040><c> web</c><00:02:49.440><c> of</c><00:02:49.599><c> the</c><00:02:49.840><c> concrete</c> taken by the web of the concrete taken by the web of the concrete on<00:02:51.360><c> that</c><00:02:51.680><c> rationale</c><00:02:52.640><c> we</c><00:02:52.959><c> are</c><00:02:53.280><c> able</c><00:02:53.680><c> to</c> on that rationale we are able to on that rationale we are able to determine<00:02:55.040><c> the</c><00:02:55.440><c> sw</c> determine the sw determine the sw the<00:02:58.319><c> sw</c><00:02:59.280><c> here</c><00:02:59.920><c> is</c><00:03:00.400><c> expressed</c> the sw here is expressed the sw here is expressed in<00:03:01.519><c> the</c><00:03:01.840><c> form</c><00:03:02.400><c> of</c><00:03:02.800><c> the</c><00:03:03.360><c> s</c><00:03:03.760><c> minus</c><00:03:04.480><c> 150</c> in the form of the s minus 150 in the form of the s minus 150 which<00:03:06.319><c> is</c><00:03:07.040><c> the</c><00:03:07.280><c> height</c><00:03:07.840><c> of</c><00:03:08.000><c> the</c><00:03:08.239><c> stress</c><00:03:08.560><c> flow</c> which is the height of the stress flow which is the height of the stress flow minus<00:03:09.519><c> the</c> minus the minus the height<00:03:10.480><c> of</c><00:03:10.800><c> the</c><00:03:11.440><c> flank</c> height of the flank height of the flank substitute<00:03:14.560><c> the</c><00:03:15.080><c> equations</c><00:03:16.080><c> for</c><00:03:16.319><c> the</c> substitute the equations for the substitute the equations for the compresses<00:03:17.360><c> where</c> compresses where compresses where it<00:03:18.239><c> will</c><00:03:18.480><c> determine</c><00:03:19.280><c> the</c><00:03:20.239><c> s</c><00:03:20.560><c> equals</c><00:03:21.120><c> to</c> it will determine the s equals to it will determine the s equals to 190<00:03:22.480><c> mm</c> 190 mm 190 mm based<00:03:25.280><c> on</c><00:03:25.519><c> the</c><00:03:25.840><c> s</c><00:03:26.319><c> obtained</c><00:03:27.040><c> here</c> based on the s obtained here based on the s obtained here you<00:03:28.159><c> will</c><00:03:28.400><c> determine</c><00:03:29.120><c> the</c><00:03:29.519><c> positions</c><00:03:30.319><c> of</c><00:03:30.480><c> the</c> you will determine the positions of the you will determine the positions of the neutral neutral neutral axis<00:03:32.080><c> x</c><00:03:33.760><c> it</c><00:03:34.000><c> is</c><00:03:34.239><c> found</c><00:03:34.640><c> to</c><00:03:34.799><c> be</c> axis x it is found to be axis x it is found to be 2<00:03:35.599><c> 3</c><00:03:35.920><c> 8</c><00:03:36.239><c> mn</c><00:03:37.040><c> which</c><00:03:37.360><c> is</c><00:03:37.840><c> equal</c><00:03:38.319><c> to</c> 2 3 8 mn which is equal to 2 3 8 mn which is equal to 0.43<00:03:40.159><c> d</c> this<00:03:43.519><c> is</c><00:03:43.920><c> smaller</c><00:03:44.560><c> than</c><00:03:45.799><c> 0.617</c><00:03:46.879><c> d</c> this is smaller than 0.617 d this is smaller than 0.617 d or<00:03:48.959><c> if</c><00:03:49.280><c> in</c><00:03:49.519><c> accordance</c><00:03:50.159><c> to</c><00:03:50.400><c> the</c><00:03:50.560><c> euro</c><00:03:50.959><c> code</c> or if in accordance to the euro code or if in accordance to the euro code it<00:03:52.080><c> is</c><00:03:52.239><c> smaller</c><00:03:52.959><c> than</c><00:03:53.879><c> 0.45</c><00:03:54.879><c> d</c> it is smaller than 0.45 d it is smaller than 0.45 d therefore<00:03:56.879><c> we</c><00:03:57.200><c> know</c><00:03:57.519><c> that</c><00:03:57.920><c> the</c><00:03:58.080><c> steel</c><00:03:58.560><c> bar</c> therefore we know that the steel bar therefore we know that the steel bar will<00:03:59.200><c> have</c> will have will have yield<00:04:02.159><c> this</c><00:04:02.560><c> step</c><00:04:02.959><c> is</c> yield this step is yield this step is important<00:04:04.319><c> for</c><00:04:04.640><c> us</c><00:04:04.879><c> to</c><00:04:05.360><c> confirm</c><00:04:05.920><c> whether</c><00:04:06.400><c> the</c> important for us to confirm whether the important for us to confirm whether the steel<00:04:07.040><c> bar</c><00:04:07.360><c> has</c> steel bar has steel bar has yielded<00:04:08.720><c> because</c><00:04:10.159><c> from</c><00:04:10.480><c> the</c><00:04:10.720><c> start</c> yielded because from the start yielded because from the start we<00:04:11.840><c> have</c><00:04:12.159><c> already</c><00:04:12.799><c> assumed</c><00:04:13.360><c> the</c><00:04:13.519><c> steel</c><00:04:14.000><c> bar</c> we have already assumed the steel bar we have already assumed the steel bar yielded<00:04:15.200><c> based</c><00:04:15.599><c> on</c><00:04:15.760><c> the</c><00:04:16.000><c> equations</c><00:04:16.880><c> that</c><00:04:17.040><c> we</c> yielded based on the equations that we yielded based on the equations that we use use use as<00:04:19.160><c> 0.87</c><00:04:20.239><c> fy</c><00:04:20.720><c> kas</c> as 0.87 fy kas as 0.87 fy kas these<00:04:23.680><c> equations</c><00:04:24.560><c> will</c><00:04:24.800><c> be</c><00:04:25.040><c> valid</c><00:04:25.680><c> if</c><00:04:26.080><c> it</c><00:04:26.320><c> is</c> these equations will be valid if it is these equations will be valid if it is proven<00:04:27.199><c> that</c><00:04:27.919><c> the</c><00:04:28.160><c> steel</c><00:04:28.639><c> bar</c><00:04:29.040><c> has</c><00:04:29.440><c> muted</c> now<00:04:32.720><c> that</c><00:04:32.960><c> we</c><00:04:33.199><c> confirm</c><00:04:33.759><c> the</c><00:04:34.160><c> reinforcement</c> now that we confirm the reinforcement now that we confirm the reinforcement bar<00:04:35.360><c> has</c><00:04:35.759><c> yielded</c> bar has yielded bar has yielded we<00:04:37.040><c> will</c><00:04:37.199><c> be</c><00:04:37.520><c> able</c><00:04:38.080><c> to</c><00:04:38.560><c> confirm</c><00:04:39.199><c> the</c> we will be able to confirm the we will be able to confirm the compressive<00:04:40.400><c> force</c> compressive force compressive force in<00:04:41.040><c> the</c><00:04:41.199><c> web</c><00:04:42.400><c> and</c><00:04:42.800><c> finally</c><00:04:43.600><c> we</c> in the web and finally we in the web and finally we determine<00:04:44.720><c> the</c><00:04:45.120><c> moment</c><00:04:45.680><c> acting</c><00:04:46.240><c> within</c><00:04:46.800><c> the</c> determine the moment acting within the determine the moment acting within the sections<00:04:49.040><c> it</c><00:04:49.280><c> is</c><00:04:49.520><c> determined</c><00:04:50.240><c> by</c> sections it is determined by sections it is determined by multiplying<00:04:51.759><c> fcf</c><00:04:52.960><c> with</c> multiplying fcf with multiplying fcf with z1<00:04:55.360><c> and</c><00:04:56.440><c> fcw</c> z1 and fcw z1 and fcw with<00:04:58.320><c> z2</c> with z2 with z2 fcf<00:05:01.919><c> and</c><00:05:02.280><c> fcw</c><00:05:03.360><c> has</c><00:05:03.600><c> already</c><00:05:04.240><c> been</c><00:05:04.560><c> calculated</c> fcf and fcw has already been calculated fcf and fcw has already been calculated previously previously previously as<00:05:07.400><c> 957</c><00:05:08.560><c> and</c><00:05:09.039><c> 170</c> as 957 and 170 as 957 and 170 kilo<00:05:10.880><c> newton</c><00:05:11.360><c> meter</c><00:05:11.919><c> respectively</c> kilo newton meter respectively kilo newton meter respectively z1<00:05:15.199><c> can</c><00:05:15.440><c> be</c><00:05:15.600><c> determined</c><00:05:16.479><c> by</c><00:05:17.199><c> minusing</c><00:05:18.000><c> the</c><00:05:18.240><c> d</c> z1 can be determined by minusing the d z1 can be determined by minusing the d with<00:05:19.840><c> half</c><00:05:20.240><c> of</c><00:05:20.400><c> the</c><00:05:20.800><c> hf</c> with half of the hf with half of the hf as<00:05:23.360><c> for</c><00:05:23.759><c> z2</c><00:05:24.639><c> it</c><00:05:24.800><c> can</c><00:05:24.960><c> be</c><00:05:25.199><c> determined</c><00:05:26.000><c> by</c> as for z2 it can be determined by as for z2 it can be determined by minusing<00:05:27.360><c> the</c><00:05:27.600><c> d</c><00:05:28.400><c> with</c><00:05:28.880><c> hs</c> minusing the d with hs minusing the d with hs and<00:05:30.479><c> minus</c><00:05:31.280><c> half</c><00:05:31.680><c> of</c><00:05:31.919><c> the</c><00:05:32.400><c> sw</c> and minus half of the sw and minus half of the sw substitute<00:05:35.840><c> the</c><00:05:36.160><c> relevant</c><00:05:36.800><c> value</c><00:05:37.280><c> into</c><00:05:37.680><c> the</c> substitute the relevant value into the substitute the relevant value into the equations equations equations you<00:05:39.520><c> obtain</c><00:05:40.000><c> the</c><00:05:40.479><c> moment</c><00:05:40.960><c> capacity</c><00:05:41.919><c> given</c> you obtain the moment capacity given you obtain the moment capacity given by<00:05:43.120><c> the</c><00:05:43.759><c> area</c><00:05:44.479><c> of</c><00:05:45.080><c> 2592</c> by the area of 2592 by the area of 2592 mn<00:05:46.880><c> square</c><00:05:47.840><c> is</c><00:05:48.639><c> 519</c><00:05:49.600><c> kilo</c><00:05:49.919><c> newton</c><00:05:50.840><c> meter</c>
60	2rzkVEmOwzI	4.20 Chapter summary: Analysis of section	https://www.youtube.com/watch?v=2rzkVEmOwzI	4.20_Chapter_summary_-_Analysis_of_section.en.vtt	in<00:00:00.399><c> this</c><00:00:00.719><c> chapter</c><00:00:01.599><c> we</c><00:00:01.839><c> have</c><00:00:02.240><c> discussed</c><00:00:02.879><c> the</c> in this chapter we have discussed the in this chapter we have discussed the derivations<00:00:04.319><c> of</c><00:00:04.400><c> the</c><00:00:04.640><c> equations</c> derivations of the equations derivations of the equations to<00:00:06.480><c> determine</c><00:00:07.279><c> the</c><00:00:07.759><c> bending</c><00:00:08.400><c> strength</c><00:00:09.040><c> of</c> to determine the bending strength of to determine the bending strength of different<00:00:10.080><c> kinds</c><00:00:10.639><c> of</c><00:00:10.880><c> reinforced</c><00:00:11.599><c> concrete</c> different kinds of reinforced concrete different kinds of reinforced concrete beam beam beam this<00:00:14.080><c> consists</c><00:00:14.799><c> of</c><00:00:15.120><c> the</c><00:00:15.440><c> rectangular</c><00:00:16.400><c> beam</c> this consists of the rectangular beam this consists of the rectangular beam and<00:00:17.359><c> the</c><00:00:17.680><c> flang</c><00:00:18.160><c> beam</c><00:00:19.760><c> the</c> and the flang beam the and the flang beam the rectangular<00:00:21.039><c> beam</c><00:00:21.600><c> can</c><00:00:21.920><c> be</c><00:00:22.320><c> in</c><00:00:22.480><c> the</c><00:00:22.720><c> form</c><00:00:23.119><c> of</c> rectangular beam can be in the form of rectangular beam can be in the form of singly<00:00:24.320><c> or</c><00:00:24.720><c> doubly</c><00:00:25.279><c> reinforced</c> singly or doubly reinforced singly or doubly reinforced and<00:00:27.519><c> the</c><00:00:27.680><c> flaming</c><00:00:28.640><c> is</c><00:00:29.119><c> typically</c> and the flaming is typically and the flaming is typically singly<00:00:31.039><c> reinforced</c> the<00:00:34.000><c> flame</c><00:00:34.480><c> will</c><00:00:34.640><c> be</c><00:00:35.040><c> helpful</c><00:00:35.840><c> in</c><00:00:36.239><c> the</c> the flame will be helpful in the the flame will be helpful in the resisting resisting resisting bending<00:00:38.239><c> strength</c><00:00:38.800><c> of</c><00:00:38.960><c> the</c><00:00:39.280><c> sections</c><00:00:40.399><c> when</c> bending strength of the sections when bending strength of the sections when it<00:00:41.040><c> is</c><00:00:41.440><c> undergoing</c><00:00:42.840><c> compression</c> it is undergoing compression it is undergoing compression when<00:00:45.600><c> the</c><00:00:45.840><c> flank</c><00:00:46.239><c> sections</c><00:00:47.039><c> is</c><00:00:47.440><c> undergoing</c> when the flank sections is undergoing when the flank sections is undergoing tensions tensions tensions the<00:00:50.160><c> bamboo</c><00:00:50.719><c> will</c><00:00:50.960><c> be</c><00:00:51.360><c> designed</c><00:00:52.000><c> as</c><00:00:52.399><c> per</c><00:00:52.800><c> a</c> the bamboo will be designed as per a the bamboo will be designed as per a rectangular<00:00:53.920><c> beam</c> rectangular beam rectangular beam within<00:00:56.000><c> the</c><00:00:56.160><c> category</c><00:00:57.039><c> of</c><00:00:57.360><c> seemingly</c> within the category of seemingly within the category of seemingly reinforced<00:00:58.879><c> flame</c><00:00:59.280><c> beam</c> reinforced flame beam reinforced flame beam there<00:01:00.480><c> are</c><00:01:00.800><c> two</c><00:01:01.120><c> conditions</c><00:01:01.920><c> that</c><00:01:02.160><c> the</c> there are two conditions that the there are two conditions that the flaming<00:01:03.120><c> can</c> flaming can flaming can exist<00:01:05.040><c> the</c><00:01:05.360><c> stress</c><00:01:05.840><c> block</c><00:01:06.159><c> can</c><00:01:06.479><c> be</c> exist the stress block can be exist the stress block can be within<00:01:07.439><c> the</c><00:01:07.760><c> height</c><00:01:08.159><c> of</c><00:01:08.240><c> the</c><00:01:08.400><c> flank</c><00:01:09.360><c> or</c> within the height of the flank or within the height of the flank or it<00:01:10.080><c> can</c><00:01:10.960><c> go</c><00:01:11.360><c> beyond</c><00:01:11.840><c> the</c><00:01:12.000><c> height</c><00:01:12.320><c> of</c><00:01:12.400><c> the</c><00:01:12.640><c> flank</c> it can go beyond the height of the flank it can go beyond the height of the flank into<00:01:13.760><c> the</c><00:01:14.000><c> web</c> the<00:01:17.040><c> equations</c><00:01:18.080><c> used</c><00:01:18.400><c> to</c><00:01:18.799><c> determine</c><00:01:19.600><c> the</c> the equations used to determine the the equations used to determine the amount<00:01:20.400><c> of</c><00:01:20.560><c> reinforcement</c><00:01:21.520><c> bar</c> amount of reinforcement bar amount of reinforcement bar required<00:01:23.439><c> in</c><00:01:23.600><c> the</c><00:01:23.840><c> section</c><00:01:24.400><c> seems</c><00:01:24.720><c> to</c><00:01:24.880><c> be</c> required in the section seems to be required in the section seems to be quite<00:01:25.439><c> complicated</c> quite complicated quite complicated however<00:01:28.320><c> they</c><00:01:28.640><c> are</c><00:01:29.040><c> all</c><00:01:29.439><c> built</c><00:01:29.920><c> on</c> however they are all built on however they are all built on the<00:01:30.720><c> same</c><00:01:31.200><c> basis</c><00:01:32.079><c> of</c><00:01:32.400><c> calculations</c> the same basis of calculations the same basis of calculations which<00:01:34.479><c> is</c><00:01:34.960><c> based</c><00:01:35.360><c> on</c><00:01:35.680><c> the</c><00:01:36.079><c> stress</c><00:01:36.560><c> plot</c> which is based on the stress plot which is based on the stress plot diagram diagram diagram if<00:01:40.880><c> you</c><00:01:41.119><c> observe</c><00:01:41.840><c> this</c><00:01:42.240><c> stress</c><00:01:42.720><c> plot</c><00:01:42.960><c> diagram</c> if you observe this stress plot diagram if you observe this stress plot diagram you<00:01:44.640><c> will</c><00:01:44.880><c> find</c><00:01:45.280><c> that</c><00:01:46.560><c> the</c><00:01:46.720><c> working</c> you will find that the working you will find that the working principles<00:01:48.240><c> are</c><00:01:48.640><c> basically</c> principles are basically principles are basically similar<00:01:52.320><c> this</c> similar this similar this block<00:01:53.360><c> diagram</c><00:01:53.920><c> differs</c><00:01:54.479><c> slightly</c><00:01:55.680><c> mainly</c> block diagram differs slightly mainly block diagram differs slightly mainly due<00:01:56.719><c> to</c><00:01:57.040><c> the</c><00:01:57.200><c> different</c><00:01:57.759><c> conditions</c> due to the different conditions due to the different conditions of<00:01:58.880><c> the</c><00:01:59.200><c> member</c><00:02:00.640><c> the</c><00:02:01.040><c> similar</c><00:02:01.759><c> items</c><00:02:02.479><c> within</c> of the member the similar items within of the member the similar items within the<00:02:03.360><c> stressful</c><00:02:04.000><c> diagram</c> the stressful diagram the stressful diagram include<00:02:06.719><c> the</c><00:02:06.960><c> design</c><00:02:07.520><c> strength</c><00:02:07.920><c> of</c><00:02:08.000><c> the</c> include the design strength of the include the design strength of the concrete the<00:02:12.560><c> height</c><00:02:12.959><c> of</c><00:02:13.040><c> the</c><00:02:13.200><c> stress</c><00:02:13.599><c> plot</c><00:02:13.920><c> s</c><00:02:14.480><c> which</c><00:02:14.800><c> is</c> the height of the stress plot s which is the height of the stress plot s which is equals<00:02:15.760><c> to</c> equals to equals to 0.8<00:02:18.560><c> times</c><00:02:19.200><c> the</c><00:02:20.000><c> positions</c><00:02:20.800><c> of</c><00:02:20.959><c> the</c><00:02:21.120><c> neutral</c> 0.8 times the positions of the neutral 0.8 times the positions of the neutral axis axis axis there<00:02:23.280><c> will</c><00:02:23.520><c> be</c><00:02:23.760><c> compressive</c><00:02:24.560><c> force</c><00:02:24.959><c> of</c><00:02:25.120><c> the</c> there will be compressive force of the there will be compressive force of the concrete<00:02:26.000><c> which</c> concrete which concrete which fall<00:02:26.800><c> within</c><00:02:27.280><c> the</c><00:02:27.440><c> centroid</c><00:02:28.160><c> of</c><00:02:28.319><c> the</c><00:02:28.640><c> stress</c> fall within the centroid of the stress fall within the centroid of the stress plot plot plot there<00:02:31.280><c> will</c><00:02:31.440><c> be</c><00:02:31.760><c> forces</c><00:02:32.319><c> generated</c><00:02:33.200><c> within</c> there will be forces generated within there will be forces generated within the the the tension<00:02:34.959><c> steel</c><00:02:35.360><c> bar</c><00:02:37.200><c> and</c> tension steel bar and tension steel bar and there<00:02:37.920><c> will</c><00:02:38.239><c> be</c><00:02:38.800><c> lever</c><00:02:39.280><c> arm</c><00:02:39.760><c> between</c><00:02:40.319><c> the</c> there will be lever arm between the there will be lever arm between the forces forces forces with<00:02:41.599><c> the</c><00:02:42.239><c> positions</c><00:02:43.120><c> of</c><00:02:43.280><c> the</c> with the positions of the with the positions of the tension<00:02:45.120><c> steel</c><00:02:45.519><c> bar</c><00:02:46.640><c> to</c><00:02:46.879><c> determine</c> tension steel bar to determine tension steel bar to determine the<00:02:48.160><c> moment</c><00:02:48.720><c> acting</c><00:02:49.200><c> within</c><00:02:49.760><c> the</c><00:02:50.239><c> sections</c> the moment acting within the sections the moment acting within the sections it<00:02:52.480><c> is</c><00:02:52.800><c> basically</c><00:02:53.440><c> multiplying</c><00:02:54.480><c> the</c><00:02:54.959><c> forces</c> it is basically multiplying the forces it is basically multiplying the forces with<00:02:55.760><c> the</c><00:02:55.920><c> lever</c><00:02:56.319><c> arm</c> with the lever arm with the lever arm the<00:02:58.159><c> moment</c><00:02:58.640><c> can</c><00:02:58.879><c> be</c><00:02:59.200><c> generated</c><00:03:00.000><c> by</c><00:03:00.159><c> the</c> the moment can be generated by the the moment can be generated by the concrete<00:03:00.959><c> alone</c> concrete alone concrete alone or<00:03:02.480><c> can</c><00:03:02.800><c> also</c><00:03:03.200><c> be</c><00:03:03.599><c> generated</c><00:03:04.480><c> by</c><00:03:04.640><c> the</c><00:03:04.800><c> steel</c> or can also be generated by the steel or can also be generated by the steel bar bar bar normally<00:03:07.440><c> the</c><00:03:07.840><c> positions</c><00:03:08.560><c> of</c><00:03:08.720><c> the</c><00:03:08.879><c> neutral</c> normally the positions of the neutral normally the positions of the neutral axis<00:03:10.000><c> and</c><00:03:10.159><c> the</c><00:03:10.319><c> height</c><00:03:10.640><c> of</c><00:03:10.800><c> the</c><00:03:10.959><c> stress</c><00:03:11.280><c> block</c> axis and the height of the stress block axis and the height of the stress block needs<00:03:12.000><c> to</c><00:03:12.159><c> be</c> needs to be needs to be determined<00:03:13.440><c> through</c><00:03:13.840><c> derivations</c> determined through derivations determined through derivations the<00:03:16.120><c> derivations</c><00:03:17.280><c> normally</c><00:03:18.080><c> are</c><00:03:18.400><c> based</c> the derivations normally are based the derivations normally are based on<00:03:19.200><c> two</c><00:03:19.760><c> types</c><00:03:20.159><c> of</c><00:03:20.400><c> equations</c> on two types of equations on two types of equations first<00:03:22.720><c> the</c><00:03:22.959><c> equations</c><00:03:23.840><c> of</c><00:03:24.159><c> static</c> first the equations of static first the equations of static equilibrium equilibrium equilibrium on<00:03:26.480><c> the</c><00:03:26.640><c> basis</c><00:03:27.360><c> of</c><00:03:28.080><c> sigma</c><00:03:28.720><c> fx</c> on the basis of sigma fx on the basis of sigma fx equals<00:03:29.680><c> to</c><00:03:29.920><c> zero</c><00:03:31.120><c> where</c><00:03:31.440><c> the</c><00:03:31.840><c> summations</c><00:03:32.720><c> of</c> equals to zero where the summations of equals to zero where the summations of all<00:03:33.280><c> the</c><00:03:33.519><c> horizontal</c><00:03:34.400><c> force</c><00:03:34.879><c> needs</c><00:03:35.120><c> to</c><00:03:35.360><c> be</c> all the horizontal force needs to be all the horizontal force needs to be equals<00:03:36.159><c> to</c> equals to equals to 0<00:03:37.280><c> the</c><00:03:37.680><c> second</c><00:03:38.080><c> type</c><00:03:38.400><c> of</c><00:03:38.640><c> equations</c><00:03:39.519><c> that</c><00:03:39.760><c> you</c> 0 the second type of equations that you 0 the second type of equations that you need<00:03:40.159><c> to</c><00:03:40.400><c> use</c> need to use need to use it<00:03:41.519><c> will</c><00:03:41.840><c> be</c><00:03:42.159><c> the</c><00:03:42.560><c> equations</c><00:03:43.440><c> for</c><00:03:43.760><c> the</c><00:03:43.920><c> moment</c> it will be the equations for the moment it will be the equations for the moment which<00:03:45.760><c> is</c><00:03:45.920><c> typically</c><00:03:46.799><c> the</c><00:03:47.360><c> forces</c><00:03:48.000><c> multiply</c> which is typically the forces multiply which is typically the forces multiply the the the lever<00:03:50.000><c> arm</c><00:03:51.360><c> as</c><00:03:51.680><c> for</c><00:03:51.920><c> the</c><00:03:52.080><c> lever</c><00:03:52.560><c> arm</c> lever arm as for the lever arm lever arm as for the lever arm as<00:03:54.319><c> long</c><00:03:54.640><c> as</c><00:03:54.959><c> you</c><00:03:55.280><c> can</c><00:03:55.599><c> draw</c><00:03:56.080><c> the</c><00:03:56.400><c> transport</c> as long as you can draw the transport as long as you can draw the transport diagram<00:03:58.840><c> correctly</c> diagram correctly diagram correctly the<00:04:00.799><c> equations</c><00:04:01.760><c> from</c><00:04:02.000><c> the</c><00:04:02.159><c> lever</c><00:04:02.560><c> arm</c><00:04:02.879><c> can</c><00:04:03.200><c> be</c> the equations from the lever arm can be the equations from the lever arm can be determined<00:04:04.319><c> graphically</c><00:04:06.480><c> by</c> determined graphically by determined graphically by minusing<00:04:07.840><c> the</c><00:04:08.720><c> depth</c><00:04:09.040><c> of</c><00:04:09.200><c> the</c><00:04:09.439><c> beam</c> minusing the depth of the beam minusing the depth of the beam with<00:04:10.400><c> some</c><00:04:10.879><c> other</c><00:04:11.280><c> respective</c><00:04:12.840><c> numbers</c> with some other respective numbers with some other respective numbers you<00:04:14.400><c> do</c><00:04:14.640><c> not</c><00:04:14.879><c> need</c><00:04:15.040><c> to</c><00:04:15.519><c> memorize</c><00:04:16.239><c> the</c> you do not need to memorize the you do not need to memorize the equations<00:04:17.600><c> for</c><00:04:17.840><c> the</c><00:04:18.000><c> liberal</c><00:04:18.400><c> arms</c> equations for the liberal arms equations for the liberal arms this<00:04:20.079><c> brings</c><00:04:20.560><c> to</c><00:04:21.040><c> my</c><00:04:21.280><c> next</c><00:04:21.600><c> point</c> this brings to my next point this brings to my next point where<00:04:23.199><c> if</c><00:04:23.520><c> you</c><00:04:23.919><c> can</c><00:04:24.320><c> produce</c><00:04:25.120><c> your</c><00:04:25.440><c> own</c><00:04:25.759><c> stress</c> where if you can produce your own stress where if you can produce your own stress plot<00:04:26.840><c> diagram</c> plot diagram plot diagram you<00:04:28.400><c> can</c><00:04:28.800><c> actually</c><00:04:29.440><c> derive</c><00:04:30.000><c> the</c><00:04:30.240><c> equations</c> you can actually derive the equations you can actually derive the equations to<00:04:32.160><c> determine</c><00:04:32.800><c> the</c><00:04:33.040><c> bending</c><00:04:33.520><c> strength</c><00:04:34.080><c> of</c> to determine the bending strength of to determine the bending strength of different<00:04:34.880><c> kinds</c><00:04:35.360><c> of</c><00:04:35.520><c> member</c> different kinds of member different kinds of member yourself<00:04:37.840><c> again</c><00:04:38.639><c> you</c><00:04:38.880><c> do</c><00:04:39.040><c> not</c><00:04:39.280><c> need</c><00:04:39.520><c> to</c> yourself again you do not need to yourself again you do not need to memorize<00:04:40.880><c> all</c><00:04:41.199><c> the</c><00:04:41.840><c> complicated</c><00:04:42.720><c> equations</c> memorize all the complicated equations memorize all the complicated equations on<00:04:45.520><c> top</c><00:04:45.840><c> of</c><00:04:46.000><c> those</c><00:04:46.800><c> there</c><00:04:47.040><c> is</c><00:04:47.280><c> one</c><00:04:47.520><c> more</c><00:04:47.759><c> thing</c> on top of those there is one more thing on top of those there is one more thing that<00:04:48.320><c> you</c><00:04:48.479><c> need</c><00:04:48.639><c> to</c> that you need to that you need to aware<00:04:49.440><c> of</c><00:04:50.560><c> which</c><00:04:51.040><c> you</c><00:04:51.280><c> need</c><00:04:51.520><c> to</c> aware of which you need to aware of which you need to make<00:04:52.240><c> sure</c><00:04:52.720><c> the</c><00:04:53.040><c> reinforcement</c><00:04:53.840><c> bar</c><00:04:54.240><c> actually</c> make sure the reinforcement bar actually make sure the reinforcement bar actually yield yield yield especially<00:04:57.280><c> the</c><00:04:57.520><c> attention</c><00:04:58.160><c> reinforcement</c> especially the attention reinforcement especially the attention reinforcement bar bar bar you<00:04:59.919><c> will</c><00:05:00.160><c> always</c><00:05:00.800><c> need</c><00:05:01.039><c> to</c><00:05:01.600><c> ensure</c><00:05:02.240><c> that</c><00:05:02.639><c> it's</c> you will always need to ensure that it's you will always need to ensure that it's always always always you<00:05:05.120><c> so</c><00:05:05.440><c> that</c><00:05:05.759><c> the</c><00:05:06.160><c> member</c> you so that the member you so that the member can<00:05:07.280><c> behave</c><00:05:08.000><c> in</c><00:05:08.160><c> the</c><00:05:08.479><c> data</c><00:05:09.039><c> manner</c> can behave in the data manner can behave in the data manner this<00:05:10.720><c> can</c><00:05:10.960><c> be</c><00:05:11.199><c> determined</c><00:05:12.080><c> by</c><00:05:12.880><c> make</c><00:05:13.120><c> sure</c><00:05:13.520><c> the</c> this can be determined by make sure the this can be determined by make sure the axis axis axis within<00:05:15.320><c> 0.45</c><00:05:16.400><c> d</c><00:05:17.520><c> or</c> within 0.45 d or within 0.45 d or 0.617<00:05:20.560><c> d</c> 0.617 d 0.617 d 0.45<00:05:23.440><c> d</c><00:05:23.919><c> is</c><00:05:24.080><c> the</c><00:05:24.320><c> number</c><00:05:24.800><c> recommended</c><00:05:25.680><c> by</c> 0.45 d is the number recommended by 0.45 d is the number recommended by eurocode eurocode eurocode for<00:05:28.320><c> the</c><00:05:28.560><c> doubly</c><00:05:29.360><c> reinforced</c><00:05:30.320><c> beam</c> for the doubly reinforced beam for the doubly reinforced beam the<00:05:32.560><c> compression</c><00:05:33.199><c> still</c><00:05:33.680><c> bar</c><00:05:34.080><c> do</c><00:05:34.320><c> not</c> the compression still bar do not the compression still bar do not necessarily necessarily necessarily have<00:05:35.840><c> to</c><00:05:36.080><c> be</c><00:05:36.840><c> yielded</c><00:05:38.400><c> it</c><00:05:38.720><c> may</c><00:05:38.960><c> have</c><00:05:39.199><c> viewed</c><00:05:39.680><c> or</c> have to be yielded it may have viewed or have to be yielded it may have viewed or may<00:05:40.320><c> not</c><00:05:40.560><c> yield</c><00:05:42.080><c> you</c><00:05:42.320><c> will</c><00:05:42.479><c> need</c><00:05:42.720><c> to</c><00:05:42.960><c> check</c> may not yield you will need to check may not yield you will need to check whether<00:05:43.759><c> it</c> whether it whether it used<00:05:44.560><c> for</c><00:05:44.720><c> you</c><00:05:45.039><c> to</c><00:05:45.440><c> determine</c><00:05:46.400><c> the</c> used for you to determine the used for you to determine the forces<00:05:48.560><c> due</c><00:05:48.960><c> to</c><00:05:49.360><c> the</c><00:05:49.680><c> compressive</c><00:05:50.400><c> steel</c><00:05:50.800><c> bar</c> forces due to the compressive steel bar forces due to the compressive steel bar bar bar bar this<00:05:51.840><c> can</c><00:05:52.160><c> easily</c><00:05:52.720><c> be</c><00:05:53.039><c> checked</c><00:05:53.520><c> by</c><00:05:54.400><c> referring</c> this can easily be checked by referring this can easily be checked by referring to<00:05:55.440><c> the</c><00:05:55.600><c> ratio</c> to the ratio to the ratio d<00:05:56.560><c> prime</c><00:05:56.960><c> for</c><00:05:57.120><c> d</c><00:05:59.120><c> the</c><00:05:59.280><c> ratio</c> d prime for d the ratio d prime for d the ratio needs<00:06:00.319><c> to</c><00:06:00.479><c> be</c><00:06:00.880><c> less</c><00:06:01.199><c> than</c><00:06:02.280><c> 0.171</c> needs to be less than 0.171 needs to be less than 0.171 so<00:06:04.080><c> that</c><00:06:04.880><c> compresses</c><00:06:05.520><c> steel</c><00:06:06.000><c> bar</c><00:06:06.319><c> has</c><00:06:06.800><c> used</c> so that compresses steel bar has used so that compresses steel bar has used once<00:06:08.960><c> you</c><00:06:09.199><c> know</c><00:06:09.520><c> that</c><00:06:09.680><c> the</c><00:06:09.919><c> compressive</c><00:06:10.560><c> steel</c> once you know that the compressive steel once you know that the compressive steel bar<00:06:11.280><c> has</c><00:06:11.600><c> yielded</c> bar has yielded bar has yielded the<00:06:12.960><c> compressive</c><00:06:13.600><c> strength</c><00:06:14.080><c> of</c><00:06:14.240><c> the</c> the compressive strength of the the compressive strength of the compression<00:06:15.120><c> steel</c> compression steel compression steel will<00:06:16.240><c> be</c><00:06:16.720><c> equals</c><00:06:17.440><c> to</c><00:06:17.919><c> the</c><00:06:18.560><c> design</c><00:06:19.199><c> strength</c> will be equals to the design strength will be equals to the design strength of<00:06:20.080><c> a</c><00:06:20.319><c> steel</c><00:06:20.720><c> bar</c><00:06:22.479><c> if</c><00:06:22.720><c> you</c><00:06:22.960><c> realize</c><00:06:23.520><c> that</c><00:06:23.759><c> the</c> of a steel bar if you realize that the of a steel bar if you realize that the compression<00:06:24.560><c> steel</c><00:06:24.960><c> bar</c><00:06:25.280><c> has</c><00:06:25.600><c> not</c><00:06:25.840><c> yielded</c> compression steel bar has not yielded compression steel bar has not yielded you<00:06:27.280><c> will</c><00:06:27.520><c> need</c><00:06:27.759><c> to</c><00:06:28.160><c> determine</c><00:06:28.960><c> the</c><00:06:29.280><c> strength</c> you will need to determine the strength you will need to determine the strength within<00:06:30.720><c> the</c><00:06:31.039><c> compression</c><00:06:31.680><c> steel</c><00:06:32.080><c> bar</c><00:06:32.720><c> based</c> within the compression steel bar based within the compression steel bar based on<00:06:33.360><c> the</c> on the on the strain<00:06:34.479><c> diagram</c><00:06:35.039><c> here</c><00:06:35.840><c> in</c><00:06:36.000><c> order</c><00:06:36.479><c> to</c> strain diagram here in order to strain diagram here in order to determine<00:06:37.840><c> the</c><00:06:38.240><c> equivalent</c><00:06:39.120><c> stress</c><00:06:39.680><c> within</c> determine the equivalent stress within determine the equivalent stress within the<00:06:40.479><c> steel</c><00:06:40.880><c> bar</c> the steel bar the steel bar for<00:06:41.759><c> you</c><00:06:42.000><c> to</c><00:06:42.240><c> determine</c><00:06:43.039><c> the</c><00:06:43.520><c> forces</c><00:06:44.160><c> within</c> for you to determine the forces within for you to determine the forces within the<00:06:44.800><c> compression</c><00:06:45.440><c> steel</c> the compression steel the compression steel this<00:06:47.199><c> chapter</c><00:06:47.759><c> provides</c><00:06:48.319><c> you</c><00:06:48.639><c> essential</c> this chapter provides you essential this chapter provides you essential basis basis basis for<00:06:50.400><c> you</c><00:06:50.720><c> to</c><00:06:51.199><c> determine</c><00:06:51.840><c> the</c><00:06:52.240><c> bending</c> for you to determine the bending for you to determine the bending strength<00:06:53.280><c> of</c> strength of strength of a<00:06:53.919><c> reinforced</c><00:06:54.560><c> concrete</c><00:06:55.039><c> beam</c><00:06:56.080><c> this</c><00:06:56.639><c> basis</c> a reinforced concrete beam this basis a reinforced concrete beam this basis and<00:06:57.599><c> the</c><00:06:57.759><c> first</c><00:06:58.160><c> principle</c><00:06:59.039><c> is</c><00:06:59.440><c> essential</c> and the first principle is essential and the first principle is essential for<00:07:01.280><c> your</c><00:07:01.680><c> design</c><00:07:02.479><c> of</c><00:07:02.800><c> the</c><00:07:03.120><c> reinforcement</c><00:07:04.000><c> bar</c> for your design of the reinforcement bar for your design of the reinforcement bar area<00:07:05.680><c> of</c><00:07:06.080><c> reinforced</c><00:07:06.720><c> concrete</c><00:07:07.199><c> sections</c> area of reinforced concrete sections area of reinforced concrete sections in<00:07:08.479><c> the</c><00:07:08.800><c> following</c><00:07:09.440><c> chapters</c> in the following chapters in the following chapters with<00:07:11.919><c> that</c><00:07:12.639><c> good</c><00:07:12.880><c> luck</c><00:07:13.360><c> and</c><00:07:13.759><c> happy</c><00:07:14.319><c> learning</c>
61	LstShDGlNHg	5.1 Shear Load	https://www.youtube.com/watch?v=LstShDGlNHg	5.1_Shear_Load.en.vtt	chapter<00:00:00.640><c> 5</c><00:00:01.439><c> share</c><00:00:01.839><c> and</c><00:00:02.080><c> bond</c><00:00:02.960><c> the</c><00:00:03.120><c> shear</c><00:00:03.520><c> loads</c> chapter 5 share and bond the shear loads chapter 5 share and bond the shear loads is<00:00:04.400><c> referring</c><00:00:05.120><c> to</c><00:00:05.520><c> a</c><00:00:05.759><c> force</c><00:00:06.399><c> that</c><00:00:06.720><c> tends</c><00:00:07.200><c> to</c> is referring to a force that tends to is referring to a force that tends to produce<00:00:08.320><c> a</c><00:00:08.559><c> sliding</c><00:00:09.200><c> failure</c><00:00:09.840><c> on</c><00:00:10.000><c> the</c> produce a sliding failure on the produce a sliding failure on the material material material along<00:00:12.000><c> the</c><00:00:12.480><c> plane</c><00:00:13.120><c> or</c><00:00:13.599><c> that</c><00:00:13.920><c> is</c><00:00:14.320><c> parallel</c><00:00:15.040><c> to</c> along the plane or that is parallel to along the plane or that is parallel to the<00:00:15.839><c> directions</c><00:00:16.720><c> of</c><00:00:17.039><c> the</c><00:00:17.440><c> force</c> the directions of the force the directions of the force as<00:00:19.359><c> for</c><00:00:19.600><c> the</c><00:00:19.840><c> bone</c><00:00:20.560><c> it</c><00:00:20.880><c> is</c><00:00:21.119><c> referring</c><00:00:21.760><c> to</c> as for the bone it is referring to as for the bone it is referring to a<00:00:22.320><c> mechanism</c><00:00:23.199><c> of</c><00:00:23.359><c> the</c><00:00:23.519><c> force</c><00:00:24.240><c> that</c><00:00:24.480><c> can</c> a mechanism of the force that can a mechanism of the force that can transfer transfer transfer from<00:00:26.400><c> the</c><00:00:26.720><c> concrete</c><00:00:27.359><c> to</c><00:00:27.599><c> the</c><00:00:27.760><c> still</c><00:00:28.840><c> bar</c> from the concrete to the still bar from the concrete to the still bar the<00:00:30.480><c> arrow</c><00:00:30.960><c> here</c><00:00:31.439><c> represent</c><00:00:32.239><c> the</c><00:00:32.719><c> bond</c><00:00:33.040><c> stress</c> the arrow here represent the bond stress the arrow here represent the bond stress which<00:00:34.480><c> is</c><00:00:35.040><c> covering</c><00:00:35.840><c> within</c><00:00:36.320><c> the</c><00:00:36.880><c> contact</c> which is covering within the contact which is covering within the contact regions<00:00:38.000><c> between</c> regions between regions between the<00:00:38.879><c> stuba</c><00:00:39.680><c> and</c><00:00:39.920><c> the</c><00:00:40.239><c> concrete</c> the stuba and the concrete the stuba and the concrete first<00:00:43.120><c> we</c><00:00:43.360><c> deal</c><00:00:43.680><c> with</c><00:00:43.920><c> the</c><00:00:44.079><c> shear</c><00:00:44.399><c> load</c><00:00:45.440><c> in</c> first we deal with the shear load in first we deal with the shear load in order<00:00:46.079><c> to</c><00:00:46.399><c> understand</c><00:00:47.200><c> the</c> order to understand the order to understand the shear<00:00:47.920><c> loads</c><00:00:48.719><c> first</c><00:00:49.039><c> we</c><00:00:49.200><c> need</c><00:00:49.440><c> to</c><00:00:49.760><c> understand</c> shear loads first we need to understand shear loads first we need to understand the<00:00:50.559><c> response</c><00:00:51.199><c> of</c><00:00:51.360><c> the</c> the response of the the response of the beam<00:00:53.600><c> this</c><00:00:54.000><c> figure</c><00:00:54.640><c> shows</c><00:00:55.039><c> a</c><00:00:55.199><c> typical</c> beam this figure shows a typical beam this figure shows a typical response<00:00:56.399><c> of</c><00:00:56.559><c> a</c><00:00:56.640><c> reinforced</c><00:00:57.199><c> concrete</c><00:00:57.600><c> beam</c> response of a reinforced concrete beam response of a reinforced concrete beam before<00:00:59.520><c> the</c><00:00:59.760><c> beam</c><00:01:00.160><c> is</c><00:01:00.399><c> loaded</c><00:01:01.280><c> no</c><00:01:01.600><c> stress</c> before the beam is loaded no stress before the beam is loaded no stress developed<00:01:02.640><c> within</c><00:01:03.039><c> the</c><00:01:03.199><c> member</c> developed within the member developed within the member and<00:01:04.640><c> the</c><00:01:04.879><c> beam</c><00:01:05.360><c> is</c><00:01:05.680><c> not</c><00:01:06.000><c> undergoing</c><00:01:06.799><c> any</c> and the beam is not undergoing any and the beam is not undergoing any deformations deformations deformations however<00:01:10.960><c> as</c><00:01:11.360><c> a</c><00:01:11.520><c> udl</c><00:01:12.159><c> load</c><00:01:12.479><c> is</c><00:01:12.720><c> applied</c><00:01:13.119><c> to</c><00:01:13.280><c> the</c> however as a udl load is applied to the however as a udl load is applied to the member member member the<00:01:14.799><c> beams</c><00:01:15.200><c> start</c><00:01:15.439><c> to</c><00:01:15.759><c> bend</c><00:01:16.159><c> downward</c> the beams start to bend downward the beams start to bend downward this<00:01:18.159><c> leads</c><00:01:18.479><c> to</c><00:01:18.960><c> tensile</c><00:01:19.520><c> stress</c><00:01:20.000><c> at</c><00:01:20.080><c> the</c> this leads to tensile stress at the this leads to tensile stress at the bottom<00:01:20.720><c> of</c><00:01:20.880><c> the</c><00:01:21.119><c> beam</c> bottom of the beam bottom of the beam and<00:01:22.000><c> compressive</c><00:01:22.720><c> stress</c><00:01:23.360><c> on</c><00:01:23.680><c> top</c><00:01:23.920><c> of</c><00:01:24.000><c> the</c> and compressive stress on top of the and compressive stress on top of the beam beam beam the<00:01:27.200><c> compressive</c><00:01:28.159><c> stress</c><00:01:28.640><c> and</c><00:01:28.720><c> the</c><00:01:28.960><c> tensile</c> the compressive stress and the tensile the compressive stress and the tensile stress stress stress distributions<00:01:32.000><c> can</c><00:01:32.320><c> be</c><00:01:32.560><c> represented</c><00:01:33.520><c> by</c> distributions can be represented by distributions can be represented by these these these figures<00:01:36.479><c> high</c><00:01:36.799><c> tensile</c><00:01:37.360><c> stress</c> figures high tensile stress figures high tensile stress developed<00:01:38.799><c> at</c><00:01:38.960><c> the</c><00:01:39.119><c> mixpane</c><00:01:39.759><c> of</c><00:01:39.920><c> the</c><00:01:40.159><c> beam</c><00:01:40.720><c> at</c> developed at the mixpane of the beam at developed at the mixpane of the beam at the<00:01:41.040><c> bottom</c><00:01:41.520><c> of</c><00:01:41.680><c> the</c><00:01:41.840><c> beam</c> the bottom of the beam the bottom of the beam while<00:01:42.960><c> high</c><00:01:43.280><c> compressive</c><00:01:43.920><c> stress</c><00:01:44.320><c> developed</c> while high compressive stress developed while high compressive stress developed at<00:01:45.040><c> the</c><00:01:45.280><c> mid</c><00:01:45.520><c> span</c> at the mid span at the mid span on<00:01:46.560><c> top</c><00:01:46.880><c> of</c><00:01:46.960><c> the</c><00:01:47.200><c> beam</c><00:01:49.119><c> the</c><00:01:49.439><c> magnitude</c><00:01:50.159><c> of</c> on top of the beam the magnitude of on top of the beam the magnitude of stress stress stress reduce<00:01:51.759><c> further</c><00:01:52.320><c> away</c><00:01:52.880><c> from</c><00:01:53.200><c> the</c><00:01:53.439><c> high</c><00:01:53.759><c> stress</c> reduce further away from the high stress reduce further away from the high stress regions regions regions for<00:01:55.119><c> the</c><00:01:55.520><c> tension</c><00:01:56.479><c> and</c><00:01:56.799><c> the</c><00:01:56.960><c> magnitude</c><00:01:57.680><c> of</c><00:01:57.840><c> the</c> for the tension and the magnitude of the for the tension and the magnitude of the compressive<00:01:58.799><c> stress</c> compressive stress compressive stress also<00:02:00.640><c> reduce</c><00:02:01.759><c> as</c><00:02:02.159><c> it</c><00:02:02.399><c> is</c> also reduce as it is also reduce as it is further<00:02:03.280><c> away</c><00:02:03.759><c> from</c><00:02:04.000><c> the</c><00:02:04.240><c> high</c><00:02:04.479><c> stress</c><00:02:06.840><c> region</c> further away from the high stress region further away from the high stress region the<00:02:08.720><c> curve</c><00:02:09.280><c> profile</c><00:02:09.840><c> here</c><00:02:10.319><c> indicates</c> the curve profile here indicates the curve profile here indicates the<00:02:11.520><c> regions</c><00:02:12.239><c> of</c><00:02:12.480><c> the</c><00:02:12.800><c> stress</c> the regions of the stress the regions of the stress of<00:02:14.879><c> similar</c><00:02:15.680><c> levels</c><00:02:16.480><c> of</c><00:02:17.040><c> stress</c> of similar levels of stress of similar levels of stress as<00:02:19.040><c> you</c><00:02:19.280><c> see</c><00:02:19.680><c> from</c><00:02:20.000><c> the</c><00:02:20.480><c> distribution</c><00:02:21.360><c> here</c> as you see from the distribution here as you see from the distribution here you<00:02:22.400><c> will</c><00:02:22.640><c> know</c><00:02:22.959><c> that</c><00:02:23.280><c> this</c><00:02:23.599><c> region</c><00:02:24.000><c> will</c> you will know that this region will you will know that this region will undergo<00:02:25.040><c> a</c><00:02:25.200><c> lower</c><00:02:25.599><c> degree</c> undergo a lower degree undergo a lower degree of<00:02:26.560><c> the</c><00:02:26.879><c> tensile</c><00:02:27.440><c> stress</c><00:02:27.920><c> while</c><00:02:28.239><c> these</c> of the tensile stress while these of the tensile stress while these regions<00:02:29.200><c> undergo</c><00:02:29.760><c> a</c><00:02:29.920><c> higher</c><00:02:30.319><c> degree</c><00:02:30.800><c> of</c> regions undergo a higher degree of regions undergo a higher degree of tensile<00:02:31.440><c> stress</c> under<00:02:34.480><c> vertical</c><00:02:35.200><c> load</c> under vertical load under vertical load fluctuated<00:02:38.480><c> crack</c><00:02:38.800><c> normally</c><00:02:39.440><c> occur</c><00:02:39.840><c> at</c><00:02:40.000><c> the</c> fluctuated crack normally occur at the fluctuated crack normally occur at the midspan midspan midspan of<00:02:41.120><c> the</c><00:02:41.519><c> member</c><00:02:43.680><c> this</c> of the member this of the member this is<00:02:44.319><c> mainly</c><00:02:44.879><c> due</c><00:02:45.280><c> to</c><00:02:45.519><c> the</c><00:02:45.840><c> high</c><00:02:46.160><c> level</c><00:02:46.720><c> of</c> is mainly due to the high level of is mainly due to the high level of tensile<00:02:48.840><c> stress</c> tensile stress tensile stress as<00:02:50.400><c> the</c><00:02:50.560><c> apply</c><00:02:51.040><c> load</c><00:02:51.360><c> increase</c><00:02:52.800><c> more</c><00:02:53.120><c> flexular</c> as the apply load increase more flexular as the apply load increase more flexular crack<00:02:54.239><c> developed</c> crack developed crack developed along<00:02:56.080><c> the</c><00:02:56.319><c> way</c><00:02:57.040><c> towards</c><00:02:57.519><c> the</c><00:02:57.760><c> support</c> from<00:03:00.720><c> the</c><00:03:00.959><c> stress</c><00:03:01.360><c> profile</c><00:03:01.920><c> here</c><00:03:02.720><c> you</c><00:03:02.959><c> know</c> from the stress profile here you know from the stress profile here you know that<00:03:03.599><c> in</c><00:03:03.760><c> this</c> that in this that in this region<00:03:04.800><c> should</c><00:03:05.360><c> undergo</c><00:03:06.159><c> a</c><00:03:06.480><c> similar</c><00:03:07.040><c> level</c><00:03:07.519><c> of</c> region should undergo a similar level of region should undergo a similar level of tensile<00:03:08.159><c> stress</c> tensile stress tensile stress and<00:03:08.959><c> this</c><00:03:09.280><c> region</c><00:03:09.760><c> will</c><00:03:10.000><c> give</c><00:03:10.239><c> you</c><00:03:10.480><c> a</c><00:03:10.720><c> lower</c> and this region will give you a lower and this region will give you a lower level<00:03:11.519><c> of</c><00:03:11.680><c> stress</c> level of stress level of stress therefore<00:03:14.319><c> the</c><00:03:14.480><c> development</c><00:03:15.440><c> of</c><00:03:15.599><c> the</c><00:03:16.080><c> crack</c> therefore the development of the crack therefore the development of the crack here<00:03:17.280><c> is</c><00:03:17.680><c> most</c><00:03:18.080><c> likely</c><00:03:18.560><c> will</c><00:03:18.800><c> go</c><00:03:19.200><c> along</c> here is most likely will go along here is most likely will go along the<00:03:20.560><c> regions</c><00:03:21.440><c> of</c><00:03:21.760><c> the</c><00:03:22.000><c> similar</c><00:03:22.640><c> tensile</c> the regions of the similar tensile the regions of the similar tensile stress<00:03:23.599><c> level</c> it<00:03:26.400><c> is</c><00:03:26.720><c> not</c><00:03:26.959><c> likely</c><00:03:27.599><c> to</c><00:03:28.080><c> penetrate</c><00:03:28.879><c> into</c> it is not likely to penetrate into it is not likely to penetrate into the<00:03:29.760><c> region</c><00:03:30.400><c> which</c><00:03:30.720><c> is</c><00:03:31.440><c> having</c><00:03:31.840><c> the</c><00:03:32.000><c> lower</c> the region which is having the lower the region which is having the lower stress<00:03:32.879><c> level</c> stress level stress level this<00:03:34.959><c> forms</c><00:03:35.440><c> a</c><00:03:35.840><c> diagonal</c><00:03:36.640><c> shear</c><00:03:36.959><c> crack</c><00:03:37.360><c> here</c> this forms a diagonal shear crack here this forms a diagonal shear crack here and<00:03:40.159><c> this</c><00:03:40.959><c> crack</c><00:03:41.760><c> is</c><00:03:42.159><c> actually</c> and this crack is actually and this crack is actually triggered<00:03:43.680><c> by</c><00:03:44.159><c> high</c><00:03:44.560><c> level</c><00:03:45.120><c> of</c><00:03:45.599><c> shear</c><00:03:46.000><c> load</c> triggered by high level of shear load triggered by high level of shear load acting<00:03:47.760><c> near</c><00:03:48.080><c> to</c><00:03:48.319><c> the</c><00:03:48.560><c> support</c> acting near to the support acting near to the support from<00:03:50.640><c> the</c><00:03:50.879><c> shear</c><00:03:51.120><c> force</c><00:03:51.440><c> and</c><00:03:51.599><c> bending</c><00:03:52.000><c> moment</c> from the shear force and bending moment from the shear force and bending moment diagram diagram diagram we<00:03:53.599><c> will</c><00:03:53.840><c> know</c><00:03:54.159><c> that</c><00:03:54.640><c> at</c><00:03:54.879><c> the</c><00:03:55.040><c> support</c><00:03:56.080><c> higher</c> we will know that at the support higher we will know that at the support higher shear<00:03:57.280><c> load</c><00:03:57.680><c> is</c><00:03:57.920><c> applied</c><00:03:58.640><c> while</c><00:03:59.040><c> at</c><00:03:59.200><c> the</c> shear load is applied while at the shear load is applied while at the mid-span mid-span mid-span a<00:04:00.319><c> lower</c><00:04:00.720><c> degree</c><00:04:01.200><c> of</c><00:04:01.360><c> shell</c><00:04:01.599><c> load</c><00:04:01.920><c> is</c><00:04:02.000><c> supplied</c> a lower degree of shell load is supplied a lower degree of shell load is supplied with<00:04:04.000><c> the</c><00:04:04.319><c> existence</c><00:04:05.200><c> of</c><00:04:05.439><c> the</c><00:04:05.680><c> diagonal</c><00:04:06.319><c> crack</c> with the existence of the diagonal crack with the existence of the diagonal crack the<00:04:07.519><c> member</c><00:04:08.080><c> resistance</c><00:04:09.439><c> to</c><00:04:09.680><c> the</c><00:04:10.000><c> load</c> the member resistance to the load the member resistance to the load can<00:04:10.640><c> be</c><00:04:10.879><c> affected</c><00:04:12.080><c> therefore</c><00:04:13.040><c> share</c> can be affected therefore share can be affected therefore share reinforcement reinforcement reinforcement is<00:04:14.720><c> required</c><00:04:16.880><c> these</c><00:04:17.359><c> are</c> is required these are is required these are the<00:04:18.079><c> typical</c><00:04:18.880><c> share</c><00:04:19.199><c> reinforcement</c><00:04:20.079><c> that</c><00:04:20.320><c> can</c> the typical share reinforcement that can the typical share reinforcement that can be be be applied<00:04:21.440><c> to</c><00:04:21.759><c> a</c><00:04:21.919><c> reinforced</c><00:04:22.479><c> concrete</c><00:04:22.960><c> beam</c> applied to a reinforced concrete beam applied to a reinforced concrete beam it<00:04:24.320><c> can</c><00:04:24.560><c> be</c><00:04:24.880><c> in</c><00:04:25.040><c> the</c><00:04:25.280><c> form</c><00:04:25.600><c> of</c><00:04:25.759><c> startup</c><00:04:26.639><c> or</c> it can be in the form of startup or it can be in the form of startup or in<00:04:27.199><c> the</c><00:04:27.440><c> form</c><00:04:27.840><c> of</c><00:04:28.160><c> incline</c><00:04:28.720><c> bar</c> this<00:04:31.759><c> cross</c><00:04:32.080><c> section</c><00:04:32.720><c> shows</c><00:04:33.360><c> a</c><00:04:33.600><c> typical</c> this cross section shows a typical this cross section shows a typical arrangement<00:04:35.199><c> of</c><00:04:35.280><c> the</c><00:04:35.440><c> startup</c><00:04:37.199><c> and</c><00:04:37.600><c> when</c><00:04:37.759><c> the</c> arrangement of the startup and when the arrangement of the startup and when the incline<00:04:38.560><c> bar</c> incline bar incline bar is<00:04:39.360><c> provided</c><00:04:41.360><c> adequate</c> is provided adequate is provided adequate encourage<00:04:42.800><c> length</c><00:04:43.600><c> of</c><00:04:43.759><c> the</c><00:04:44.000><c> incline</c><00:04:44.479><c> bar</c><00:04:44.800><c> is</c> encourage length of the incline bar is encourage length of the incline bar is to<00:04:45.120><c> be</c><00:04:45.360><c> provided</c> to be provided to be provided this<00:04:47.840><c> is</c><00:04:48.080><c> to</c><00:04:48.400><c> ensure</c><00:04:49.040><c> that</c><00:04:49.759><c> the</c><00:04:50.080><c> stress</c> this is to ensure that the stress this is to ensure that the stress can<00:04:51.040><c> be</c><00:04:51.360><c> effectively</c><00:04:52.160><c> distributed</c><00:04:53.040><c> from</c><00:04:53.360><c> the</c> can be effectively distributed from the can be effectively distributed from the incline<00:04:54.479><c> bar</c><00:04:54.960><c> to</c><00:04:55.199><c> the</c><00:04:55.360><c> concrete</c><00:04:56.960><c> based</c><00:04:57.280><c> on</c><00:04:57.520><c> the</c> incline bar to the concrete based on the incline bar to the concrete based on the arrangement arrangement arrangement of<00:04:58.720><c> the</c><00:04:58.960><c> share</c><00:04:59.199><c> reinforcement</c><00:05:00.639><c> the</c><00:05:00.880><c> incline</c> of the share reinforcement the incline of the share reinforcement the incline bar<00:05:01.759><c> seems</c><00:05:02.160><c> to</c><00:05:02.320><c> be</c><00:05:02.560><c> more</c><00:05:02.800><c> effective</c> bar seems to be more effective bar seems to be more effective as<00:05:04.800><c> the</c><00:05:05.039><c> arrangement</c><00:05:05.680><c> of</c><00:05:05.759><c> the</c><00:05:05.919><c> reinforcement</c> as the arrangement of the reinforcement as the arrangement of the reinforcement bar bar bar is<00:05:08.320><c> about</c><00:05:08.880><c> just</c><00:05:10.080><c> 90</c><00:05:10.720><c> degree</c> is about just 90 degree is about just 90 degree perpendicular<00:05:12.800><c> to</c><00:05:13.039><c> the</c><00:05:13.199><c> directions</c><00:05:14.000><c> of</c><00:05:14.240><c> the</c> perpendicular to the directions of the perpendicular to the directions of the diagonal<00:05:15.199><c> crack</c> diagonal crack diagonal crack however<00:05:17.199><c> in</c><00:05:17.360><c> the</c><00:05:17.520><c> construction</c><00:05:18.240><c> industry</c> however in the construction industry however in the construction industry the<00:05:19.600><c> startup</c><00:05:20.240><c> is</c><00:05:20.720><c> more</c><00:05:20.960><c> commonly</c><00:05:21.600><c> used</c> the startup is more commonly used the startup is more commonly used due<00:05:23.199><c> to</c><00:05:23.600><c> simplicity</c><00:05:24.639><c> of</c><00:05:24.880><c> applications</c> due to simplicity of applications due to simplicity of applications and<00:05:26.960><c> the</c><00:05:27.120><c> startup</c><00:05:27.759><c> can</c><00:05:27.919><c> be</c><00:05:28.160><c> used</c><00:05:28.800><c> to</c><00:05:29.039><c> hang</c><00:05:29.440><c> the</c> and the startup can be used to hang the and the startup can be used to hang the top<00:05:29.919><c> reinforcement</c><00:05:30.720><c> bar</c> top reinforcement bar top reinforcement bar in<00:05:31.600><c> the</c><00:05:32.240><c> beam</c><00:05:33.360><c> especially</c><00:05:34.240><c> before</c><00:05:34.800><c> casting</c> in the beam especially before casting in the beam especially before casting of<00:05:35.759><c> the</c><00:05:36.360><c> concrete</c>
62	GLlN6u4xi7o	5.2 Section without shear reinforcement	https://www.youtube.com/watch?v=GLlN6u4xi7o	5.2_Section_without_shear_reinforcement.en.vtt	in<00:00:00.160><c> the</c><00:00:00.560><c> previous</c><00:00:00.960><c> video</c><00:00:01.599><c> we</c><00:00:01.760><c> have</c><00:00:02.000><c> mentioned</c> in the previous video we have mentioned in the previous video we have mentioned about<00:00:02.879><c> the</c><00:00:03.199><c> shared</c><00:00:03.600><c> reinforcement</c> about the shared reinforcement about the shared reinforcement however<00:00:06.240><c> there</c><00:00:06.560><c> are</c><00:00:06.799><c> also</c><00:00:07.359><c> sections</c> however there are also sections however there are also sections that<00:00:08.639><c> not</c><00:00:08.880><c> requiring</c><00:00:09.760><c> any</c><00:00:10.160><c> shared</c> that not requiring any shared that not requiring any shared reinforcement reinforcement reinforcement it<00:00:12.559><c> is</c><00:00:12.960><c> especially</c><00:00:13.759><c> when</c><00:00:14.160><c> your</c><00:00:14.639><c> share</c><00:00:14.960><c> load</c> it is especially when your share load it is especially when your share load is<00:00:15.599><c> actually</c><00:00:16.320><c> less</c><00:00:16.720><c> than</c><00:00:16.960><c> the</c><00:00:17.199><c> share</c> is actually less than the share is actually less than the share resistance<00:00:18.240><c> of</c><00:00:18.400><c> the</c><00:00:18.720><c> concrete</c><00:00:19.359><c> itself</c> resistance of the concrete itself resistance of the concrete itself under<00:00:21.439><c> these</c><00:00:21.760><c> circumstances</c><00:00:23.279><c> no</c><00:00:23.600><c> share</c> under these circumstances no share under these circumstances no share reinforcement reinforcement reinforcement is<00:00:25.359><c> required</c><00:00:27.920><c> this</c> is required this is required this table<00:00:28.960><c> shows</c><00:00:29.359><c> the</c><00:00:29.679><c> typical</c><00:00:30.320><c> conditions</c><00:00:31.199><c> when</c> table shows the typical conditions when table shows the typical conditions when the the the shared<00:00:32.239><c> reinforcement</c><00:00:33.120><c> is</c><00:00:33.280><c> not</c><00:00:33.520><c> required</c><00:00:34.320><c> and</c> shared reinforcement is not required and shared reinforcement is not required and when<00:00:34.800><c> the</c><00:00:35.040><c> share</c><00:00:35.280><c> reinforcement</c><00:00:36.079><c> is</c><00:00:36.399><c> required</c> when the share reinforcement is required when the share reinforcement is required normally<00:00:38.800><c> when</c><00:00:39.120><c> the</c><00:00:39.600><c> concrete</c><00:00:40.079><c> section</c><00:00:40.800><c> is</c> normally when the concrete section is normally when the concrete section is relatively relatively relatively large<00:00:42.399><c> in</c><00:00:42.559><c> comparison</c><00:00:43.360><c> to</c><00:00:43.520><c> the</c><00:00:43.840><c> loot</c><00:00:44.719><c> no</c> large in comparison to the loot no large in comparison to the loot no shame<00:00:45.360><c> reinforcement</c><00:00:46.239><c> is</c><00:00:46.320><c> required</c> shame reinforcement is required shame reinforcement is required otherwise<00:00:49.920><c> you</c><00:00:50.079><c> will</c><00:00:50.320><c> require</c><00:00:51.120><c> share</c> otherwise you will require share otherwise you will require share reinforcement reinforcement reinforcement indicates<00:00:54.239><c> that</c><00:00:54.879><c> share</c><00:00:55.120><c> reinforcement</c><00:00:56.160><c> is</c> indicates that share reinforcement is indicates that share reinforcement is not<00:00:56.840><c> required</c><00:00:57.840><c> we</c><00:00:58.079><c> still</c><00:00:58.480><c> need</c><00:00:58.719><c> to</c><00:00:59.039><c> check</c><00:00:59.359><c> for</c> not required we still need to check for not required we still need to check for the<00:00:59.760><c> share</c><00:01:00.079><c> capacity</c><00:01:00.960><c> of</c><00:01:01.120><c> the</c><00:01:01.280><c> member</c> the share capacity of the member the share capacity of the member the<00:01:02.960><c> share</c><00:01:03.280><c> capacity</c><00:01:04.080><c> of</c><00:01:04.159><c> the</c><00:01:04.400><c> concrete</c><00:01:04.960><c> needs</c> the share capacity of the concrete needs the share capacity of the concrete needs to<00:01:05.439><c> be</c><00:01:05.760><c> greater</c><00:01:06.479><c> than</c><00:01:06.720><c> integer</c><00:01:07.360><c> load</c> to be greater than integer load to be greater than integer load it<00:01:09.360><c> is</c><00:01:09.680><c> calculated</c><00:01:10.479><c> by</c><00:01:10.799><c> using</c><00:01:11.280><c> this</c><00:01:11.600><c> equations</c> it is calculated by using this equations it is calculated by using this equations and<00:01:14.479><c> the</c><00:01:15.040><c> minimum</c><00:01:15.680><c> resistance</c><00:01:16.320><c> of</c><00:01:16.479><c> the</c> and the minimum resistance of the and the minimum resistance of the concrete<00:01:17.119><c> is</c><00:01:17.360><c> given</c><00:01:17.759><c> here</c> the<00:01:20.640><c> shear</c><00:01:20.960><c> resistance</c><00:01:21.600><c> of</c><00:01:21.680><c> the</c><00:01:21.920><c> concrete</c><00:01:22.560><c> is</c> the shear resistance of the concrete is the shear resistance of the concrete is in<00:01:23.119><c> the</c><00:01:23.280><c> functions</c> in the functions in the functions of<00:01:24.400><c> k</c><00:01:25.520><c> and</c><00:01:26.000><c> also</c><00:01:26.560><c> the</c> of k and also the of k and also the row<00:01:27.439><c> one</c><00:01:29.439><c> the</c><00:01:29.680><c> row</c><00:01:30.000><c> one</c><00:01:30.320><c> here</c> row one the row one here row one the row one here represent<00:01:31.600><c> the</c><00:01:32.000><c> amount</c><00:01:32.560><c> of</c><00:01:32.720><c> reinforcement</c> represent the amount of reinforcement represent the amount of reinforcement bar<00:01:33.920><c> provided</c> bar provided bar provided over<00:01:35.600><c> the</c><00:01:36.479><c> section</c><00:01:37.040><c> area</c> over the section area over the section area while<00:01:39.119><c> k</c><00:01:39.600><c> is</c><00:01:39.759><c> a</c><00:01:39.920><c> function</c><00:01:40.560><c> of</c><00:01:40.720><c> the</c><00:01:41.040><c> debt</c><00:01:41.360><c> of</c><00:01:41.520><c> the</c> while k is a function of the debt of the while k is a function of the debt of the member this<00:01:45.280><c> value</c><00:01:46.000><c> should</c><00:01:46.320><c> at</c><00:01:46.560><c> least</c><00:01:46.960><c> be</c><00:01:47.360><c> greater</c> this value should at least be greater this value should at least be greater than than than the<00:01:48.799><c> minimum</c><00:01:49.439><c> resistance</c><00:01:50.159><c> of</c><00:01:50.240><c> the</c><00:01:50.399><c> concrete</c> the minimum resistance of the concrete the minimum resistance of the concrete given<00:01:51.439><c> by</c><00:01:51.759><c> these</c><00:01:52.840><c> equations</c><00:01:53.920><c> and</c><00:01:54.320><c> these</c> given by these equations and these given by these equations and these equations equations equations are<00:01:56.079><c> normally</c><00:01:56.640><c> used</c><00:01:57.200><c> for</c><00:01:57.439><c> the</c><00:01:58.240><c> reinforced</c> are normally used for the reinforced are normally used for the reinforced concrete<00:01:59.360><c> slab</c> concrete slab concrete slab as<00:02:00.399><c> the</c><00:02:00.640><c> provided</c><00:02:01.520><c> cross-sectional</c><00:02:02.479><c> area</c><00:02:02.880><c> of</c> as the provided cross-sectional area of as the provided cross-sectional area of the<00:02:03.200><c> slab</c><00:02:03.600><c> is</c><00:02:03.840><c> relatively</c> the slab is relatively the slab is relatively large<00:02:05.280><c> in</c><00:02:05.520><c> comparison</c><00:02:06.399><c> to</c><00:02:06.799><c> the</c><00:02:07.119><c> look</c><00:02:07.360><c> that</c> large in comparison to the look that large in comparison to the look that they<00:02:08.039><c> nominate</c>
63	674jB9Jw42w	5.3 Analogous truss of beam	https://www.youtube.com/watch?v=674jB9Jw42w	5.3_Analogous_truss_of_beam.en.vtt	reinforced<00:00:00.799><c> concrete</c><00:00:01.360><c> beam</c><00:00:01.839><c> normally</c><00:00:02.720><c> have</c> reinforced concrete beam normally have reinforced concrete beam normally have a<00:00:03.679><c> lower</c><00:00:04.160><c> degree</c><00:00:04.720><c> of</c><00:00:05.040><c> cross-sectional</c><00:00:06.000><c> area</c> a lower degree of cross-sectional area a lower degree of cross-sectional area in<00:00:07.040><c> comparison</c><00:00:08.000><c> to</c><00:00:08.480><c> the</c><00:00:08.720><c> load</c><00:00:09.040><c> attenuate</c> in comparison to the load attenuate in comparison to the load attenuate for<00:00:10.800><c> that</c><00:00:11.440><c> shame</c><00:00:11.880><c> reinforcements</c><00:00:12.960><c> are</c> for that shame reinforcements are for that shame reinforcements are normally<00:00:14.920><c> required</c><00:00:16.000><c> this</c> normally required this normally required this video<00:00:17.520><c> explains</c><00:00:18.400><c> the</c><00:00:18.800><c> typical</c><00:00:19.520><c> principles</c> video explains the typical principles video explains the typical principles of<00:00:20.800><c> the</c><00:00:21.039><c> shared</c><00:00:21.359><c> reinforcement</c><00:00:22.320><c> in</c> of the shared reinforcement in of the shared reinforcement in reinforced<00:00:23.199><c> concrete</c><00:00:23.680><c> beam</c> reinforced concrete beam reinforced concrete beam it<00:00:25.279><c> is</c><00:00:25.599><c> assumed</c><00:00:26.160><c> that</c><00:00:26.880><c> in</c><00:00:27.199><c> here</c><00:00:27.840><c> a</c><00:00:28.000><c> reinforced</c> it is assumed that in here a reinforced it is assumed that in here a reinforced concrete<00:00:29.679><c> beam</c><00:00:30.160><c> would</c><00:00:30.400><c> behave</c><00:00:31.039><c> like</c><00:00:31.519><c> an</c> concrete beam would behave like an concrete beam would behave like an analogous<00:00:33.600><c> thrust</c> analogous thrust analogous thrust the<00:00:35.520><c> thrust</c><00:00:36.079><c> comprise</c><00:00:36.880><c> of</c><00:00:37.280><c> three</c><00:00:37.680><c> main</c> the thrust comprise of three main the thrust comprise of three main elements elements elements which<00:00:39.200><c> are</c><00:00:39.520><c> the</c><00:00:39.920><c> concrete</c><00:00:40.640><c> steel</c><00:00:41.440><c> and</c> which are the concrete steel and which are the concrete steel and vertical<00:00:42.840><c> lines</c><00:00:44.320><c> the</c><00:00:44.480><c> concrete</c> vertical lines the concrete vertical lines the concrete behave<00:00:45.920><c> as</c><00:00:46.320><c> a</c><00:00:46.559><c> compression</c><00:00:47.360><c> member</c> behave as a compression member behave as a compression member and<00:00:48.559><c> the</c><00:00:48.800><c> steel</c><00:00:49.600><c> behave</c><00:00:50.160><c> as</c><00:00:50.399><c> a</c><00:00:50.559><c> tension</c><00:00:51.039><c> member</c> and the steel behave as a tension member and the steel behave as a tension member and<00:00:52.480><c> the</c><00:00:52.640><c> transverse</c><00:00:54.320><c> tensile</c><00:00:54.879><c> member</c> and the transverse tensile member and the transverse tensile member would<00:00:55.920><c> be</c><00:00:56.640><c> the</c><00:00:57.120><c> vertical</c><00:00:57.760><c> links</c> the<00:01:00.879><c> truss</c><00:01:01.359><c> here</c><00:01:02.079><c> assume</c><00:01:02.640><c> that</c><00:01:02.879><c> the</c><00:01:03.039><c> concrete</c> the truss here assume that the concrete the truss here assume that the concrete has<00:01:03.920><c> no</c><00:01:04.159><c> contributions</c><00:01:05.199><c> to</c><00:01:05.360><c> the</c><00:01:05.600><c> share</c> has no contributions to the share has no contributions to the share capacity capacity capacity and<00:01:07.600><c> all</c><00:01:08.000><c> the</c><00:01:08.240><c> share</c><00:01:08.720><c> will</c><00:01:08.960><c> be</c><00:01:09.200><c> received</c><00:01:09.920><c> by</c> and all the share will be received by and all the share will be received by the the the sharing<00:01:13.119><c> this</c><00:01:13.680><c> figure</c> sharing this figure sharing this figure shows<00:01:14.880><c> a</c><00:01:15.119><c> typical</c><00:01:15.840><c> analogous</c><00:01:16.720><c> thrust</c> shows a typical analogous thrust shows a typical analogous thrust in<00:01:17.520><c> the</c><00:01:17.680><c> reinforced</c><00:01:18.240><c> concrete</c><00:01:18.720><c> beam</c> in the reinforced concrete beam in the reinforced concrete beam the<00:01:21.200><c> beam</c><00:01:21.680><c> here</c><00:01:22.560><c> behave</c><00:01:23.280><c> as</c><00:01:23.600><c> if</c><00:01:23.840><c> a</c><00:01:24.000><c> truss</c> the beam here behave as if a truss the beam here behave as if a truss the<00:01:26.159><c> top</c><00:01:26.479><c> part</c><00:01:26.880><c> here</c><00:01:27.680><c> and</c><00:01:27.920><c> do</c><00:01:28.080><c> your</c> the top part here and do your the top part here and do your compressions compressions compressions the<00:01:29.759><c> bottom</c><00:01:30.240><c> part</c><00:01:30.560><c> here</c><00:01:31.200><c> and</c><00:01:31.360><c> their</c> the bottom part here and their the bottom part here and their compressions compressions compressions the<00:01:33.360><c> vertical</c><00:01:34.079><c> part</c><00:01:34.400><c> here</c><00:01:35.360><c> undergoing</c> the vertical part here undergoing the vertical part here undergoing tensions tensions tensions while<00:01:37.600><c> the</c><00:01:37.840><c> diagonal</c><00:01:38.560><c> part</c><00:01:38.880><c> here</c><00:01:39.680><c> undergo</c> while the diagonal part here undergo while the diagonal part here undergo compressions the<00:01:44.079><c> compressions</c><00:01:45.119><c> are</c><00:01:45.439><c> taken</c><00:01:45.840><c> by</c><00:01:46.000><c> the</c> the compressions are taken by the the compressions are taken by the concrete concrete concrete the<00:01:47.840><c> bottom</c><00:01:48.320><c> tension</c><00:01:48.880><c> here</c><00:01:49.520><c> is</c><00:01:49.920><c> taken</c><00:01:50.479><c> by</c><00:01:50.799><c> the</c> the bottom tension here is taken by the the bottom tension here is taken by the tensile<00:01:51.759><c> steel</c> tensile steel tensile steel while<00:01:53.040><c> the</c><00:01:53.280><c> vertical</c><00:01:54.000><c> tension</c><00:01:54.560><c> node</c><00:01:54.960><c> here</c><00:01:55.600><c> is</c> while the vertical tension node here is while the vertical tension node here is taken<00:01:56.399><c> by</c><00:01:56.719><c> the</c><00:01:56.960><c> shearing</c> there<00:01:59.920><c> is</c><00:02:00.399><c> an</c><00:02:00.799><c> angle</c><00:02:01.360><c> data</c> there is an angle data there is an angle data indicating<00:02:03.920><c> the</c><00:02:05.119><c> gradient</c> indicating the gradient indicating the gradient of<00:02:06.320><c> the</c><00:02:06.840><c> compressive</c><00:02:07.840><c> struct</c><00:02:08.479><c> in</c><00:02:08.720><c> the</c> of the compressive struct in the of the compressive struct in the concrete<00:02:10.959><c> the</c><00:02:11.200><c> angle</c><00:02:11.840><c> increases</c> concrete the angle increases concrete the angle increases with<00:02:13.200><c> the</c><00:02:13.440><c> magnitude</c><00:02:14.160><c> of</c><00:02:14.400><c> the</c><00:02:14.640><c> shear</c><00:02:14.959><c> force</c> with the magnitude of the shear force with the magnitude of the shear force and<00:02:16.000><c> the</c><00:02:16.239><c> compressive</c><00:02:16.959><c> force</c> and the compressive force and the compressive force in<00:02:18.000><c> the</c><00:02:18.319><c> diagonal</c><00:02:19.040><c> concrete</c><00:02:19.520><c> member</c> in the diagonal concrete member in the diagonal concrete member according<00:02:22.319><c> to</c><00:02:22.720><c> eurocode</c><00:02:24.160><c> it</c><00:02:24.400><c> ranges</c><00:02:24.879><c> between</c> according to eurocode it ranges between according to eurocode it ranges between 22<00:02:26.400><c> degree</c><00:02:27.040><c> to</c><00:02:27.520><c> 45</c><00:02:28.319><c> degree</c> 22 degree to 45 degree 22 degree to 45 degree angle<00:02:30.879><c> the</c><00:02:31.280><c> analysis</c><00:02:32.239><c> of</c><00:02:32.400><c> the</c><00:02:32.720><c> thrust</c> angle the analysis of the thrust angle the analysis of the thrust in<00:02:34.080><c> the</c><00:02:34.319><c> reinforced</c><00:02:34.959><c> concrete</c><00:02:35.440><c> beam</c><00:02:35.840><c> here</c> in the reinforced concrete beam here in the reinforced concrete beam here involve involve involve considerations<00:02:38.640><c> of</c><00:02:38.800><c> the</c><00:02:39.040><c> compressive</c> considerations of the compressive considerations of the compressive strength strength strength of<00:02:40.720><c> the</c><00:02:41.040><c> diagonal</c><00:02:41.680><c> struts</c><00:02:42.239><c> and</c><00:02:42.400><c> x</c><00:02:42.800><c> angle</c> of the diagonal struts and x angle of the diagonal struts and x angle and<00:02:44.400><c> then</c><00:02:44.959><c> calculations</c><00:02:46.000><c> of</c><00:02:46.160><c> the</c><00:02:46.319><c> required</c> and then calculations of the required and then calculations of the required amount<00:02:47.680><c> of</c><00:02:47.920><c> shell</c><00:02:48.160><c> reinforcement</c><00:02:49.040><c> bar</c> amount of shell reinforcement bar amount of shell reinforcement bar for<00:02:49.680><c> the</c><00:02:50.400><c> vertical</c><00:02:51.120><c> ties</c><00:02:52.319><c> and</c><00:02:52.560><c> then</c> for the vertical ties and then for the vertical ties and then calculate<00:02:53.760><c> for</c><00:02:54.160><c> the</c><00:02:54.400><c> additional</c><00:02:55.120><c> tension</c> calculate for the additional tension calculate for the additional tension area<00:02:56.080><c> required</c> area required area required at<00:02:57.120><c> the</c><00:02:57.519><c> bottom</c><00:02:58.239><c> chord</c><00:02:58.560><c> member</c> at the bottom chord member at the bottom chord member this<00:03:01.360><c> shall</c><00:03:01.599><c> be</c><00:03:01.920><c> explained</c><00:03:02.640><c> in</c><00:03:02.879><c> the</c><00:03:03.200><c> following</c> this shall be explained in the following this shall be explained in the following slides
64	_Oqbzv-m28A	5.4 Shear resistance in beam	https://www.youtube.com/watch?v=_Oqbzv-m28A	5.4_Shear_resistance_in_beam.en.vtt	in<00:00:00.320><c> our</c><00:00:00.640><c> previous</c><00:00:01.040><c> video</c><00:00:01.680><c> we</c><00:00:01.920><c> have</c><00:00:02.240><c> discussed</c> in our previous video we have discussed in our previous video we have discussed about about about the<00:00:04.160><c> analogous</c><00:00:05.120><c> truss</c><00:00:05.680><c> of</c><00:00:05.839><c> a</c><00:00:05.920><c> reinforced</c> the analogous truss of a reinforced the analogous truss of a reinforced concrete<00:00:06.960><c> beam</c> concrete beam concrete beam subjected<00:00:08.160><c> to</c><00:00:08.639><c> the</c><00:00:09.040><c> shear</c><00:00:09.360><c> loot</c><00:00:10.240><c> which</c> subjected to the shear loot which subjected to the shear loot which comprises<00:00:11.519><c> of</c><00:00:11.840><c> the</c><00:00:12.639><c> concrete</c><00:00:13.599><c> steel</c> comprises of the concrete steel comprises of the concrete steel and<00:00:14.960><c> also</c><00:00:15.280><c> vertically</c><00:00:17.440><c> the</c><00:00:17.680><c> concrete</c> and also vertically the concrete and also vertically the concrete here<00:00:19.199><c> is</c><00:00:19.760><c> meant</c><00:00:20.160><c> to</c><00:00:20.720><c> undertake</c><00:00:21.359><c> the</c> here is meant to undertake the here is meant to undertake the compressive<00:00:22.480><c> force</c> compressive force compressive force acting<00:00:23.600><c> within</c><00:00:24.000><c> the</c><00:00:24.160><c> member</c><00:00:25.199><c> and</c><00:00:25.599><c> the</c><00:00:25.840><c> regions</c> acting within the member and the regions acting within the member and the regions of<00:00:26.480><c> concrete</c><00:00:27.039><c> undergo</c><00:00:27.680><c> compressions</c> of concrete undergo compressions of concrete undergo compressions include<00:00:29.199><c> the</c><00:00:29.439><c> top</c><00:00:29.679><c> part</c><00:00:30.000><c> of</c><00:00:30.080><c> the</c><00:00:30.320><c> beam</c><00:00:30.960><c> and</c> include the top part of the beam and include the top part of the beam and also also also the<00:00:32.399><c> diagonal</c><00:00:33.040><c> struct</c><00:00:33.600><c> of</c><00:00:33.840><c> the</c><00:00:34.719><c> beam</c> the diagonal struct of the beam the diagonal struct of the beam and<00:00:36.559><c> it</c><00:00:36.719><c> is</c><00:00:36.960><c> mentioned</c><00:00:37.520><c> that</c><00:00:37.920><c> in</c><00:00:38.160><c> the</c><00:00:38.320><c> analysis</c> and it is mentioned that in the analysis and it is mentioned that in the analysis of<00:00:39.200><c> the</c><00:00:39.440><c> truss</c><00:00:39.840><c> here</c> of the truss here of the truss here we<00:00:40.719><c> need</c><00:00:40.960><c> to</c><00:00:41.280><c> consider</c><00:00:42.000><c> the</c><00:00:42.320><c> compressive</c> we need to consider the compressive we need to consider the compressive strength<00:00:43.600><c> of</c><00:00:43.920><c> the</c> strength of the strength of the concrete<00:00:45.120><c> and</c><00:00:45.440><c> x</c><00:00:45.760><c> angle</c><00:00:47.120><c> as</c> concrete and x angle as concrete and x angle as there<00:00:48.000><c> is</c><00:00:48.320><c> a</c><00:00:48.559><c> limits</c><00:00:49.200><c> to</c><00:00:49.600><c> the</c><00:00:50.000><c> compressive</c> there is a limits to the compressive there is a limits to the compressive strength<00:00:51.120><c> of</c><00:00:51.199><c> the</c><00:00:51.440><c> concrete</c> strength of the concrete strength of the concrete it<00:00:53.199><c> is</c><00:00:53.520><c> essential</c><00:00:54.399><c> to</c><00:00:54.800><c> ensure</c><00:00:55.360><c> the</c><00:00:55.600><c> concrete</c> it is essential to ensure the concrete it is essential to ensure the concrete is is is to<00:00:56.879><c> be</c><00:00:57.120><c> designed</c><00:00:58.239><c> not</c><00:00:58.559><c> reaching</c><00:00:59.120><c> the</c><00:00:59.440><c> crushing</c> to be designed not reaching the crushing to be designed not reaching the crushing strength strength strength therefore<00:01:02.160><c> the</c><00:01:02.399><c> maximum</c><00:01:03.120><c> share</c><00:01:03.440><c> resistance</c> therefore the maximum share resistance therefore the maximum share resistance of<00:01:04.239><c> the</c><00:01:04.479><c> member</c> of the member of the member need<00:01:05.760><c> to</c><00:01:06.000><c> be</c><00:01:06.320><c> smaller</c><00:01:07.119><c> than</c><00:01:07.439><c> the</c><00:01:07.600><c> ultimate</c> need to be smaller than the ultimate need to be smaller than the ultimate crushing<00:01:08.720><c> strength</c><00:01:09.119><c> of</c><00:01:09.200><c> the</c><00:01:09.520><c> concrete</c> crushing strength of the concrete crushing strength of the concrete the<00:01:12.159><c> ultimate</c><00:01:12.799><c> crossing</c><00:01:13.200><c> strength</c><00:01:13.600><c> of</c><00:01:13.680><c> the</c> the ultimate crossing strength of the the ultimate crossing strength of the concrete<00:01:14.640><c> is</c><00:01:14.960><c> represented</c><00:01:16.000><c> by</c> concrete is represented by concrete is represented by the<00:01:16.799><c> simple</c><00:01:17.439><c> fcu</c> the simple fcu the simple fcu which<00:01:20.320><c> is</c><00:01:20.640><c> calculated</c><00:01:21.520><c> by</c><00:01:21.920><c> multiplying</c><00:01:22.880><c> the</c> which is calculated by multiplying the which is calculated by multiplying the ultimate<00:01:24.080><c> concrete</c><00:01:24.640><c> stress</c><00:01:25.520><c> with</c><00:01:26.000><c> the</c> ultimate concrete stress with the ultimate concrete stress with the effective<00:01:27.040><c> cross-sectional</c><00:01:28.000><c> area</c> effective cross-sectional area effective cross-sectional area of<00:01:28.880><c> the</c><00:01:29.280><c> strut</c><00:01:30.720><c> the</c><00:01:30.960><c> ultimate</c><00:01:31.520><c> concrete</c> of the strut the ultimate concrete of the strut the ultimate concrete stress stress stress is<00:01:32.720><c> determined</c><00:01:33.439><c> by</c><00:01:33.840><c> the</c><00:01:34.000><c> characteristic</c> is determined by the characteristic is determined by the characteristic strength<00:01:35.360><c> of</c><00:01:35.520><c> the</c><00:01:35.680><c> concrete</c> strength of the concrete strength of the concrete which<00:01:36.960><c> is</c><00:01:37.280><c> the</c><00:01:37.600><c> cylinder</c><00:01:38.240><c> strength</c><00:01:38.960><c> or</c><00:01:39.360><c> the</c> which is the cylinder strength or the which is the cylinder strength or the concrete concrete concrete grade<00:01:40.799><c> divided</c><00:01:41.520><c> by</c><00:01:42.079><c> the</c><00:01:42.560><c> partial</c><00:01:43.119><c> factor</c><00:01:43.520><c> of</c> grade divided by the partial factor of grade divided by the partial factor of safety<00:01:44.159><c> of</c><00:01:44.320><c> the</c><00:01:44.479><c> concrete</c> safety of the concrete safety of the concrete which<00:01:45.680><c> is</c><00:01:46.000><c> equals</c><00:01:46.479><c> to</c><00:01:46.920><c> 1.5</c> which is equals to 1.5 which is equals to 1.5 as<00:01:49.759><c> for</c><00:01:50.159><c> the</c><00:01:50.560><c> effective</c><00:01:51.200><c> cross-sectional</c> as for the effective cross-sectional as for the effective cross-sectional area<00:01:52.640><c> of</c><00:01:52.799><c> the</c><00:01:52.960><c> struts</c> area of the struts area of the struts is<00:01:54.079><c> determined</c><00:01:54.880><c> by</c><00:01:55.439><c> b</c><00:01:56.000><c> multiply</c> is determined by b multiply is determined by b multiply z<00:01:58.000><c> cos</c><00:01:58.560><c> theta</c> z cos theta z cos theta the<00:02:00.640><c> theta</c><00:02:01.200><c> here</c><00:02:01.600><c> represents</c><00:02:02.479><c> the</c><00:02:02.960><c> angle</c> the theta here represents the angle the theta here represents the angle of<00:02:03.840><c> the</c><00:02:04.479><c> struct</c><00:02:06.320><c> and</c> of the struct and of the struct and z<00:02:07.520><c> cos</c><00:02:07.840><c> theta</c><00:02:08.720><c> is</c><00:02:09.039><c> actually</c><00:02:09.679><c> referring</c><00:02:10.399><c> to</c> z cos theta is actually referring to z cos theta is actually referring to this<00:02:11.680><c> with</c><00:02:13.360><c> z</c><00:02:14.000><c> cos</c> this with z cos this with z cos theta<00:02:17.200><c> this</c> theta this theta this is<00:02:18.080><c> calculated</c><00:02:19.120><c> on</c><00:02:19.599><c> basis</c><00:02:20.400><c> of</c> is calculated on basis of is calculated on basis of the<00:02:21.760><c> effective</c><00:02:22.480><c> height</c><00:02:22.879><c> here</c><00:02:23.440><c> which</c><00:02:23.760><c> is</c> the effective height here which is the effective height here which is equivalent<00:02:25.040><c> to</c> equivalent to equivalent to the<00:02:25.760><c> z</c><00:02:26.239><c> here</c><00:02:26.720><c> between</c><00:02:27.200><c> the</c><00:02:27.440><c> top</c><00:02:27.920><c> and</c><00:02:28.239><c> bottom</c> the z here between the top and bottom the z here between the top and bottom reinforcement<00:02:29.440><c> bar</c> reinforcement bar reinforcement bar assuming<00:02:31.680><c> the</c><00:02:31.920><c> z</c><00:02:32.319><c> here</c><00:02:32.720><c> is</c><00:02:33.040><c> equal</c><00:02:33.440><c> to</c><00:02:34.840><c> 0.90</c> assuming the z here is equal to 0.90 assuming the z here is equal to 0.90 and<00:02:36.879><c> this</c><00:02:37.360><c> height</c><00:02:37.760><c> here</c><00:02:38.239><c> will</c><00:02:38.400><c> be</c><00:02:38.640><c> equals</c><00:02:39.200><c> to</c> and this height here will be equals to and this height here will be equals to 0.9<00:02:40.480><c> d</c> 0.9 d 0.9 d the<00:02:42.879><c> angle</c><00:02:43.519><c> here</c><00:02:43.920><c> is</c><00:02:44.160><c> theta</c><00:02:45.200><c> which</c> the angle here is theta which the angle here is theta which will<00:02:45.920><c> give</c><00:02:46.239><c> you</c><00:02:46.560><c> the</c><00:02:46.800><c> same</c><00:02:47.200><c> angle</c><00:02:47.680><c> here</c> will give you the same angle here will give you the same angle here determine<00:02:50.720><c> this</c><00:02:51.760><c> distance</c> determine this distance determine this distance it<00:02:53.760><c> is</c><00:02:54.080><c> by</c><00:02:54.480><c> multiplying</c><00:02:55.360><c> the</c><00:02:55.680><c> z</c><00:02:56.080><c> with</c><00:02:56.319><c> the</c><00:02:56.560><c> cos</c> it is by multiplying the z with the cos it is by multiplying the z with the cos theta theta theta therefore<00:02:59.920><c> technically</c><00:03:00.959><c> the</c><00:03:01.200><c> effective</c> therefore technically the effective therefore technically the effective cross-sectional<00:03:02.800><c> area</c> cross-sectional area cross-sectional area is<00:03:03.840><c> referring</c><00:03:04.560><c> to</c><00:03:05.040><c> the</c><00:03:05.360><c> diagonal</c><00:03:06.080><c> concrete</c> is referring to the diagonal concrete is referring to the diagonal concrete member<00:03:07.200><c> here</c> based<00:03:10.159><c> on</c><00:03:10.480><c> the</c><00:03:10.720><c> principles</c><00:03:11.680><c> of</c><00:03:12.040><c> trigonometry</c> based on the principles of trigonometry based on the principles of trigonometry the<00:03:14.159><c> ultimate</c><00:03:14.959><c> force</c><00:03:15.760><c> in</c><00:03:15.920><c> the</c><00:03:16.080><c> struct</c><00:03:16.640><c> here</c> the ultimate force in the struct here the ultimate force in the struct here can<00:03:17.680><c> be</c><00:03:18.560><c> represented</c><00:03:19.440><c> in</c><00:03:19.599><c> the</c><00:03:19.840><c> functions</c> can be represented in the functions can be represented in the functions of<00:03:21.040><c> the</c><00:03:21.760><c> shear</c><00:03:22.080><c> load</c><00:03:22.400><c> divided</c><00:03:23.040><c> by</c><00:03:23.440><c> sine</c><00:03:23.920><c> theta</c> of the shear load divided by sine theta of the shear load divided by sine theta the<00:03:26.080><c> vertical</c><00:03:27.280><c> force</c><00:03:27.760><c> for</c><00:03:27.920><c> the</c><00:03:28.159><c> shear</c><00:03:28.400><c> loads</c> the vertical force for the shear loads the vertical force for the shear loads behave<00:03:30.080><c> in</c><00:03:30.239><c> the</c><00:03:30.480><c> vertical</c><00:03:31.120><c> manner</c> behave in the vertical manner behave in the vertical manner by<00:03:33.040><c> dividing</c><00:03:33.920><c> this</c><00:03:34.319><c> vertical</c><00:03:35.120><c> shear</c><00:03:35.440><c> load</c> by dividing this vertical shear load by dividing this vertical shear load with<00:03:36.080><c> the</c><00:03:36.319><c> sine</c><00:03:36.720><c> theta</c> with the sine theta with the sine theta we<00:03:37.760><c> will</c><00:03:38.080><c> obtain</c><00:03:38.640><c> the</c><00:03:39.120><c> fcu</c> we will obtain the fcu we will obtain the fcu assuming<00:03:42.720><c> that</c><00:03:43.920><c> the</c><00:03:44.319><c> shear</c><00:03:44.720><c> resistance</c><00:03:45.599><c> will</c> assuming that the shear resistance will assuming that the shear resistance will be be be the<00:03:46.560><c> same</c><00:03:46.959><c> as</c><00:03:47.200><c> the</c><00:03:47.440><c> shared</c><00:03:47.920><c> load</c> the same as the shared load the same as the shared load this<00:03:50.080><c> equation</c><00:03:51.040><c> is</c><00:03:51.440><c> produced</c> this equation is produced this equation is produced the<00:03:53.200><c> share</c><00:03:53.599><c> resistance</c><00:03:54.319><c> of</c><00:03:54.480><c> the</c><00:03:54.640><c> member</c><00:03:55.519><c> is</c> the share resistance of the member is the share resistance of the member is in<00:03:56.400><c> the</c><00:03:56.640><c> functions</c><00:03:57.280><c> of</c><00:03:57.599><c> scu</c><00:03:58.480><c> times</c><00:03:59.120><c> sine</c><00:03:59.519><c> theta</c> in the functions of scu times sine theta in the functions of scu times sine theta these<00:04:01.840><c> equations</c><00:04:02.879><c> have</c><00:04:03.280><c> already</c><00:04:03.920><c> been</c> these equations have already been these equations have already been explained explained explained in<00:04:05.200><c> the</c><00:04:05.439><c> previous</c><00:04:05.920><c> slide</c><00:04:06.400><c> here</c> combine<00:04:09.519><c> all</c><00:04:09.840><c> the</c><00:04:10.000><c> respective</c><00:04:10.799><c> equations</c><00:04:11.840><c> you</c> combine all the respective equations you combine all the respective equations you will<00:04:12.239><c> obtain</c><00:04:12.840><c> this</c> will obtain this will obtain this going<00:04:15.920><c> through</c><00:04:16.320><c> a</c><00:04:16.479><c> process</c><00:04:17.120><c> or</c><00:04:17.359><c> train</c><00:04:17.680><c> the</c> going through a process or train the going through a process or train the coronometry<00:04:18.959><c> conversions</c> coronometry conversions coronometry conversions this<00:04:20.639><c> equations</c><00:04:21.600><c> is</c><00:04:21.919><c> produced</c> this equations is produced this equations is produced in<00:04:24.320><c> euro</c><00:04:24.720><c> code</c><00:04:25.040><c> 2</c><00:04:25.919><c> a</c><00:04:26.320><c> vector</c><00:04:26.960><c> of</c> in euro code 2 a vector of in euro code 2 a vector of v1<00:04:28.080><c> is</c><00:04:28.880><c> added</c><00:04:29.440><c> to</c><00:04:29.680><c> the</c><00:04:29.919><c> equations</c> v1 is added to the equations v1 is added to the equations this<00:04:32.560><c> gives</c><00:04:33.120><c> to</c><00:04:33.360><c> a</c><00:04:33.520><c> new</c><00:04:33.840><c> equation</c><00:04:34.639><c> here</c> this gives to a new equation here this gives to a new equation here where<00:04:35.919><c> the</c><00:04:36.400><c> factor</c><00:04:36.960><c> v1</c><00:04:37.759><c> is</c><00:04:38.080><c> determined</c><00:04:38.880><c> in</c><00:04:39.040><c> the</c> where the factor v1 is determined in the where the factor v1 is determined in the functions<00:04:40.000><c> of</c> functions of functions of sck<00:04:42.880><c> the</c><00:04:43.120><c> z</c> sck the z sck the z here<00:04:44.000><c> is</c><00:04:44.240><c> taken</c><00:04:44.720><c> as</c><00:04:45.160><c> 0.9</c><00:04:46.160><c> d</c> here is taken as 0.9 d here is taken as 0.9 d substitute<00:04:49.440><c> both</c><00:04:49.919><c> equation</c><00:04:50.880><c> into</c> substitute both equation into substitute both equation into this<00:04:52.240><c> equations</c><00:04:53.199><c> you</c><00:04:53.360><c> will</c><00:04:53.600><c> obtain</c><00:04:54.080><c> a</c><00:04:54.240><c> new</c> this equations you will obtain a new this equations you will obtain a new equation equation equation like<00:04:55.919><c> this</c><00:04:58.080><c> it</c><00:04:58.320><c> is</c><00:04:58.639><c> defined</c><00:04:59.280><c> by</c> like this it is defined by like this it is defined by euro<00:05:00.000><c> code</c><00:05:00.320><c> that</c><00:05:00.720><c> the</c><00:05:00.960><c> angle</c><00:05:01.600><c> will</c><00:05:02.000><c> range</c> euro code that the angle will range euro code that the angle will range between between between 22<00:05:03.840><c> degree</c><00:05:04.400><c> to</c><00:05:04.720><c> 45</c><00:05:05.440><c> degree</c> 22 degree to 45 degree 22 degree to 45 degree substituting<00:05:08.080><c> the</c><00:05:08.800><c> data</c><00:05:09.440><c> equals</c><00:05:09.919><c> to</c> substituting the data equals to substituting the data equals to 22<00:05:10.880><c> degree</c><00:05:11.360><c> you</c><00:05:11.600><c> obtain</c><00:05:12.000><c> these</c><00:05:12.400><c> equations</c> 22 degree you obtain these equations 22 degree you obtain these equations and<00:05:14.000><c> 45</c><00:05:14.639><c> degree</c><00:05:15.199><c> you</c><00:05:15.520><c> obtain</c><00:05:16.000><c> these</c><00:05:16.320><c> equations</c> and 45 degree you obtain these equations and 45 degree you obtain these equations these<00:05:19.280><c> two</c><00:05:19.720><c> equations</c><00:05:20.800><c> will</c><00:05:21.120><c> later</c><00:05:21.680><c> be</c><00:05:21.919><c> used</c> these two equations will later be used these two equations will later be used to to to estimate<00:05:24.000><c> the</c><00:05:24.400><c> positions</c><00:05:25.280><c> of</c><00:05:25.440><c> the</c><00:05:25.680><c> angle</c> estimate the positions of the angle estimate the positions of the angle of<00:05:26.560><c> the</c><00:05:26.800><c> sections</c><00:05:28.720><c> it</c><00:05:28.960><c> shall</c><00:05:29.280><c> be</c> of the sections it shall be of the sections it shall be discussed<00:05:30.240><c> in</c><00:05:30.400><c> detail</c><00:05:31.120><c> in</c><00:05:32.000><c> the</c> discussed in detail in the discussed in detail in the later<00:05:33.280><c> slides</c><00:05:35.440><c> and</c> later slides and later slides and from<00:05:36.240><c> the</c><00:05:36.479><c> equation</c><00:05:37.360><c> here</c> from the equation here from the equation here going<00:05:39.520><c> through</c><00:05:39.919><c> a</c><00:05:40.160><c> process</c><00:05:40.720><c> of</c><00:05:41.080><c> trigonometry</c> going through a process of trigonometry going through a process of trigonometry conversions<00:05:44.240><c> the</c><00:05:44.479><c> equations</c><00:05:45.440><c> can</c><00:05:45.680><c> be</c> conversions the equations can be conversions the equations can be rearranged rearranged rearranged in<00:05:47.600><c> the</c><00:05:48.240><c> functions</c><00:05:49.199><c> of</c><00:05:49.919><c> the</c> in the functions of the in the functions of the ved<00:05:51.520><c> to</c><00:05:51.759><c> determine</c><00:05:52.639><c> the</c><00:05:53.280><c> exact</c><00:05:53.840><c> angles</c><00:05:54.560><c> of</c><00:05:54.880><c> the</c> ved to determine the exact angles of the ved to determine the exact angles of the shear<00:05:56.880><c> members</c><00:05:59.039><c> these</c><00:05:59.479><c> equations</c> shear members these equations shear members these equations will<00:06:01.280><c> help</c><00:06:01.600><c> us</c><00:06:01.840><c> to</c><00:06:02.240><c> determine</c><00:06:03.039><c> the</c><00:06:03.440><c> angle</c> will help us to determine the angle will help us to determine the angle of<00:06:04.479><c> the</c><00:06:04.720><c> share</c><00:06:05.520><c> in</c><00:06:05.600><c> the</c><00:06:05.840><c> member</c> of the share in the member of the share in the member there<00:06:07.840><c> are</c><00:06:08.080><c> three</c><00:06:08.479><c> equations</c><00:06:09.520><c> that</c><00:06:09.840><c> you</c><00:06:10.080><c> need</c> there are three equations that you need there are three equations that you need to<00:06:10.720><c> memorize</c> to memorize to memorize the<00:06:12.240><c> first</c><00:06:12.560><c> one</c><00:06:12.880><c> is</c><00:06:13.120><c> this</c><00:06:14.080><c> the</c><00:06:14.240><c> second</c><00:06:14.639><c> one</c><00:06:14.960><c> is</c> the first one is this the second one is the first one is this the second one is this this this and<00:06:16.240><c> the</c><00:06:16.400><c> third</c><00:06:16.639><c> one</c><00:06:16.960><c> is</c><00:06:17.120><c> this</c><00:06:18.479><c> the</c> and the third one is this the and the third one is this the applications<00:06:19.600><c> of</c><00:06:19.840><c> these</c><00:06:20.160><c> equations</c><00:06:20.960><c> will</c><00:06:21.199><c> be</c> applications of these equations will be applications of these equations will be discussed<00:06:22.240><c> in</c><00:06:22.319><c> the</c><00:06:22.560><c> following</c><00:06:23.120><c> videos</c>
65	XIwyD5Lh7jY	5.5 Vertical shear reinforcement in reinforced concrete beam	https://www.youtube.com/watch?v=XIwyD5Lh7jY	5.5_Vertical_shear_reinforcement_in_reinforced_concrete_beam.en.vtt	this<00:00:00.320><c> slide</c><00:00:00.799><c> shows</c><00:00:01.439><c> the</c><00:00:01.920><c> derivations</c><00:00:02.960><c> of</c><00:00:03.040><c> the</c> this slide shows the derivations of the this slide shows the derivations of the equations equations equations to<00:00:04.640><c> determine</c><00:00:05.359><c> the</c><00:00:05.600><c> amount</c><00:00:06.240><c> of</c><00:00:06.480><c> share</c> to determine the amount of share to determine the amount of share reinforcement reinforcement reinforcement in<00:00:08.000><c> the</c><00:00:08.240><c> reinforced</c><00:00:08.880><c> concrete</c><00:00:09.440><c> beam</c> in the reinforced concrete beam in the reinforced concrete beam let's<00:00:11.440><c> say</c><00:00:11.759><c> the</c><00:00:12.000><c> share</c><00:00:12.320><c> reinforcement</c><00:00:13.200><c> is</c> let's say the share reinforcement is let's say the share reinforcement is provided<00:00:14.320><c> in</c><00:00:14.639><c> the</c><00:00:14.880><c> mode</c><00:00:15.280><c> of</c><00:00:15.519><c> the</c><00:00:15.679><c> vertical</c> provided in the mode of the vertical provided in the mode of the vertical shelling shelling shelling or<00:00:17.440><c> startup</c><00:00:19.439><c> and</c><00:00:20.000><c> this</c> or startup and this or startup and this startup<00:00:21.199><c> is</c><00:00:21.760><c> placed</c><00:00:22.560><c> at</c><00:00:23.039><c> an</c><00:00:23.359><c> offset</c> startup is placed at an offset startup is placed at an offset distance<00:00:25.119><c> as</c><00:00:25.599><c> indicated</c><00:00:26.480><c> by</c><00:00:26.960><c> the</c><00:00:27.119><c> spacing</c><00:00:27.840><c> s</c> distance as indicated by the spacing s distance as indicated by the spacing s to<00:00:29.679><c> have</c><00:00:30.080><c> the</c><00:00:30.320><c> member</c><00:00:31.039><c> adequately</c><00:00:31.840><c> to</c><00:00:32.160><c> resist</c> to have the member adequately to resist to have the member adequately to resist the<00:00:32.960><c> shear</c><00:00:33.200><c> load</c> the shear load the shear load we<00:00:34.239><c> will</c><00:00:34.480><c> require</c><00:00:35.200><c> the</c><00:00:35.520><c> force</c><00:00:36.000><c> in</c><00:00:36.160><c> the</c> we will require the force in the we will require the force in the vertical<00:00:37.040><c> limb</c><00:00:37.440><c> to</c><00:00:37.680><c> be</c> vertical limb to be vertical limb to be equal<00:00:38.879><c> to</c><00:00:39.280><c> the</c><00:00:39.840><c> vertical</c><00:00:40.559><c> shear</c><00:00:40.879><c> load</c> equal to the vertical shear load equal to the vertical shear load from<00:00:43.120><c> the</c><00:00:43.360><c> analogous</c><00:00:44.399><c> truss</c><00:00:44.960><c> here</c> from the analogous truss here from the analogous truss here the<00:00:46.239><c> spacing</c><00:00:46.879><c> between</c><00:00:47.440><c> the</c><00:00:47.760><c> two</c><00:00:48.239><c> tensile</c> the spacing between the two tensile the spacing between the two tensile force<00:00:50.079><c> it</c><00:00:50.239><c> will</c><00:00:50.480><c> be</c><00:00:50.879><c> equals</c><00:00:51.520><c> to</c><00:00:51.920><c> z</c> force it will be equals to z force it will be equals to z cotangent<00:00:53.199><c> data</c> cotangent data cotangent data as<00:00:55.760><c> the</c><00:00:56.399><c> shelling</c><00:00:57.120><c> is</c><00:00:57.680><c> spaced</c> as the shelling is spaced as the shelling is spaced at<00:00:58.640><c> a</c><00:00:58.800><c> certain</c><00:00:59.199><c> distance</c><00:01:01.039><c> the</c><00:01:01.280><c> effective</c> at a certain distance the effective at a certain distance the effective force force force in<00:01:02.800><c> the</c><00:01:02.960><c> vertical</c><00:01:03.680><c> link</c><00:01:04.239><c> it</c><00:01:04.400><c> will</c><00:01:04.640><c> be</c><00:01:05.040><c> in</c><00:01:05.280><c> the</c> in the vertical link it will be in the in the vertical link it will be in the functions functions functions of<00:01:06.400><c> the</c><00:01:06.560><c> spacing</c><00:01:07.280><c> divided</c><00:01:08.080><c> by</c><00:01:08.640><c> the</c> of the spacing divided by the of the spacing divided by the distance<00:01:10.159><c> between</c><00:01:10.799><c> the</c><00:01:11.439><c> vertical</c><00:01:12.240><c> tensile</c> distance between the vertical tensile distance between the vertical tensile stress<00:01:15.040><c> this</c><00:01:15.520><c> is</c><00:01:15.920><c> equated</c> stress this is equated stress this is equated with<00:01:17.280><c> the</c><00:01:17.600><c> resistance</c><00:01:18.720><c> of</c><00:01:19.040><c> the</c><00:01:19.520><c> sharing</c> with the resistance of the sharing with the resistance of the sharing which<00:01:21.280><c> is</c><00:01:21.600><c> in</c><00:01:21.759><c> the</c><00:01:22.000><c> functions</c><00:01:22.880><c> of</c><00:01:23.360><c> the</c> which is in the functions of the which is in the functions of the specified<00:01:24.640><c> use</c><00:01:25.040><c> rank</c><00:01:25.360><c> of</c><00:01:25.439><c> the</c><00:01:25.680><c> sharing</c> specified use rank of the sharing specified use rank of the sharing times<00:01:26.799><c> the</c><00:01:27.040><c> effective</c><00:01:27.680><c> area</c><00:01:28.159><c> of</c><00:01:28.320><c> the</c><00:01:28.720><c> shelling</c> times the effective area of the shelling times the effective area of the shelling the<00:01:31.600><c> new</c><00:01:32.000><c> strength</c><00:01:32.560><c> of</c><00:01:32.640><c> the</c><00:01:32.960><c> sharing</c><00:01:33.439><c> of</c><00:01:33.600><c> the</c> the new strength of the sharing of the the new strength of the sharing of the design<00:01:34.320><c> strength</c><00:01:34.720><c> of</c><00:01:34.799><c> the</c><00:01:35.040><c> shelling</c> design strength of the shelling design strength of the shelling it<00:01:36.240><c> is</c><00:01:36.560><c> in</c><00:01:36.720><c> the</c><00:01:37.119><c> functions</c><00:01:37.920><c> of</c><00:01:38.400><c> fyk</c> it is in the functions of fyk it is in the functions of fyk divided<00:01:40.079><c> by</c><00:01:40.560><c> partial</c><00:01:41.040><c> factor</c><00:01:41.520><c> of</c><00:01:41.680><c> safety</c><00:01:42.240><c> of</c> divided by partial factor of safety of divided by partial factor of safety of the<00:01:42.479><c> steel</c> the steel the steel which<00:01:43.520><c> is</c><00:01:43.920><c> equals</c><00:01:44.399><c> to</c><00:01:44.920><c> 1.15</c> which is equals to 1.15 which is equals to 1.15 combine<00:01:48.000><c> these</c><00:01:48.399><c> equations</c><00:01:49.520><c> you</c><00:01:49.759><c> will</c><00:01:50.000><c> obtain</c> combine these equations you will obtain combine these equations you will obtain these<00:01:51.119><c> equations</c> these equations these equations z<00:01:54.320><c> equals</c><00:01:54.960><c> to</c><00:01:55.960><c> 0.90</c> z equals to 0.90 z equals to 0.90 you<00:01:57.520><c> will</c><00:01:57.759><c> obtain</c><00:01:58.399><c> an</c><00:01:58.799><c> equation</c><00:01:59.840><c> like</c><00:02:00.079><c> this</c> you will obtain an equation like this you will obtain an equation like this you<00:02:02.399><c> may</c><00:02:02.719><c> use</c><00:02:03.040><c> these</c><00:02:03.439><c> equations</c><00:02:04.479><c> to</c><00:02:04.880><c> determine</c> you may use these equations to determine you may use these equations to determine the<00:02:05.840><c> amount</c><00:02:06.320><c> of</c><00:02:06.399><c> reinforcement</c><00:02:07.280><c> bar</c><00:02:07.600><c> required</c> the amount of reinforcement bar required the amount of reinforcement bar required in<00:02:08.640><c> the</c><00:02:08.800><c> member</c><00:02:10.959><c> on</c><00:02:11.200><c> top</c><00:02:11.440><c> of</c><00:02:11.680><c> that</c> in the member on top of that in the member on top of that euro<00:02:12.640><c> codes</c><00:02:13.120><c> also</c><00:02:13.680><c> provide</c><00:02:14.160><c> the</c><00:02:14.400><c> minimum</c> euro codes also provide the minimum euro codes also provide the minimum value<00:02:15.680><c> for</c><00:02:16.080><c> the</c> value for the value for the asw<00:02:18.000><c> per</c><00:02:18.319><c> s</c><00:02:18.959><c> which</c><00:02:19.280><c> is</c> asw per s which is asw per s which is equals<00:02:20.160><c> to</c><00:02:20.560><c> this</c><00:02:20.959><c> equations</c> equals to this equations equals to this equations the<00:02:23.680><c> calculated</c><00:02:24.640><c> amount</c><00:02:25.120><c> of</c><00:02:25.760><c> share</c> the calculated amount of share the calculated amount of share reinforcement<00:02:26.959><c> here</c> reinforcement here reinforcement here need<00:02:27.840><c> to</c><00:02:28.080><c> be</c><00:02:28.480><c> at</c><00:02:28.640><c> least</c><00:02:29.040><c> greater</c><00:02:29.760><c> than</c><00:02:30.160><c> the</c><00:02:30.560><c> one</c> need to be at least greater than the one need to be at least greater than the one set set set minimum<00:02:31.920><c> in</c><00:02:32.239><c> euro</c><00:02:32.680><c> code</c>
66	NTgI1hzn9jw	5.6 Additional longitudinal force	https://www.youtube.com/watch?v=NTgI1hzn9jw	5.6_Additional_longitudinal_force.en.vtt	next<00:00:00.480><c> we</c><00:00:00.719><c> deal</c><00:00:01.199><c> with</c><00:00:01.599><c> the</c><00:00:02.000><c> additional</c> next we deal with the additional next we deal with the additional longitudinal<00:00:04.000><c> force</c> longitudinal force longitudinal force caused<00:00:05.359><c> by</c><00:00:05.759><c> the</c><00:00:06.160><c> shear</c><00:00:06.560><c> load</c> caused by the shear load caused by the shear load this<00:00:08.400><c> additional</c><00:00:09.280><c> longitudinal</c><00:00:10.320><c> force</c> this additional longitudinal force this additional longitudinal force need<00:00:11.440><c> to</c><00:00:11.679><c> be</c><00:00:12.160><c> resist</c><00:00:12.960><c> by</c><00:00:13.360><c> the</c><00:00:13.920><c> tensile</c><00:00:14.559><c> steel</c> need to be resist by the tensile steel need to be resist by the tensile steel in<00:00:15.360><c> the</c><00:00:15.519><c> member</c> in the member in the member here this<00:00:19.840><c> additional</c><00:00:20.720><c> forces</c><00:00:21.600><c> data</c><00:00:22.240><c> ft</c> this additional forces data ft this additional forces data ft is<00:00:25.119><c> caused</c><00:00:25.840><c> due</c><00:00:26.240><c> to</c><00:00:26.720><c> the</c><00:00:27.199><c> horizontal</c> is caused due to the horizontal is caused due to the horizontal components<00:00:29.840><c> of</c><00:00:30.160><c> the</c><00:00:30.560><c> diagonal</c><00:00:31.199><c> struct</c> it<00:00:34.000><c> is</c><00:00:34.320><c> calculated</c><00:00:35.280><c> by</c><00:00:35.760><c> multiplying</c> it is calculated by multiplying it is calculated by multiplying this<00:00:37.680><c> force</c><00:00:38.640><c> with</c><00:00:39.040><c> the</c><00:00:39.440><c> cos</c> this force with the cos this force with the cos of<00:00:40.480><c> data</c><00:00:42.239><c> as</c><00:00:42.640><c> represented</c><00:00:43.680><c> here</c> of data as represented here of data as represented here it<00:00:46.079><c> is</c><00:00:46.399><c> assumed</c><00:00:46.960><c> that</c><00:00:47.440><c> half</c><00:00:47.840><c> of</c><00:00:48.000><c> the</c><00:00:48.239><c> force</c><00:00:48.640><c> is</c> it is assumed that half of the force is it is assumed that half of the force is carried<00:00:49.440><c> by</c><00:00:49.760><c> the</c><00:00:50.000><c> tension</c><00:00:50.480><c> steel</c><00:00:50.879><c> bar</c> carried by the tension steel bar carried by the tension steel bar the<00:00:52.960><c> additional</c><00:00:53.840><c> longitudinal</c><00:00:54.879><c> force</c><00:00:55.440><c> to</c><00:00:55.680><c> be</c> the additional longitudinal force to be the additional longitudinal force to be resist<00:00:56.480><c> by</c><00:00:56.719><c> the</c><00:00:56.879><c> steel</c><00:00:57.280><c> bar</c> resist by the steel bar resist by the steel bar it<00:00:57.840><c> would</c><00:00:58.160><c> be</c><00:00:58.559><c> equal</c><00:00:59.199><c> to</c><00:00:59.760><c> half</c><00:01:00.480><c> multiply</c> it would be equal to half multiply it would be equal to half multiply the<00:01:02.079><c> forces</c><00:01:02.640><c> here</c><00:01:03.359><c> multiply</c><00:01:04.320><c> cos</c><00:01:04.720><c> theta</c> the forces here multiply cos theta the forces here multiply cos theta to<00:01:07.119><c> check</c><00:01:07.439><c> if</c><00:01:07.920><c> an</c><00:01:08.159><c> additional</c><00:01:08.880><c> reinforcement</c> to check if an additional reinforcement to check if an additional reinforcement area area area is<00:01:10.840><c> required</c><00:01:12.159><c> to</c><00:01:12.400><c> restrain</c><00:01:13.360><c> this</c> is required to restrain this is required to restrain this additional<00:01:14.720><c> longitudinal</c><00:01:15.759><c> force</c> additional longitudinal force additional longitudinal force we<00:01:17.520><c> may</c><00:01:17.840><c> check</c><00:01:18.240><c> using</c><00:01:18.720><c> this</c><00:01:19.040><c> equation</c> we may check using this equation we may check using this equation the<00:01:21.520><c> med</c><00:01:22.320><c> divided</c><00:01:23.119><c> by</c><00:01:23.439><c> the</c><00:01:23.680><c> lever</c><00:01:24.159><c> mz</c> the med divided by the lever mz the med divided by the lever mz represent<00:01:26.159><c> the</c><00:01:26.960><c> regional</c><00:01:27.759><c> moment</c> represent the regional moment represent the regional moment near<00:01:29.280><c> to</c><00:01:29.520><c> the</c><00:01:29.680><c> support</c><00:01:30.320><c> of</c><00:01:30.560><c> the</c><00:01:30.720><c> member</c> near to the support of the member near to the support of the member it<00:01:32.320><c> is</c><00:01:32.640><c> to</c><00:01:32.799><c> be</c><00:01:33.280><c> added</c><00:01:33.759><c> up</c><00:01:34.000><c> with</c><00:01:34.320><c> the</c><00:01:34.560><c> additional</c> it is to be added up with the additional it is to be added up with the additional longitudinal<00:01:36.560><c> force</c><00:01:37.520><c> caused</c><00:01:38.079><c> by</c> longitudinal force caused by longitudinal force caused by the<00:01:39.439><c> shea</c><00:01:39.759><c> load</c><00:01:41.200><c> it</c><00:01:41.439><c> is</c><00:01:41.680><c> to</c><00:01:41.840><c> be</c> the shea load it is to be the shea load it is to be checked<00:01:43.600><c> to</c><00:01:43.840><c> be</c><00:01:44.399><c> lower</c><00:01:45.040><c> than</c> checked to be lower than checked to be lower than med<00:01:46.560><c> maximum</c><00:01:47.680><c> along</c><00:01:48.159><c> the</c><00:01:48.560><c> span</c> med maximum along the span med maximum along the span assuming<00:01:50.720><c> the</c><00:01:50.960><c> amount</c><00:01:51.520><c> of</c><00:01:51.600><c> reinforcement</c><00:01:52.560><c> bar</c> assuming the amount of reinforcement bar assuming the amount of reinforcement bar is<00:01:54.240><c> provide</c><00:01:54.799><c> adequately</c><00:01:55.759><c> to</c><00:01:56.000><c> resist</c> is provide adequately to resist is provide adequately to resist the<00:01:57.200><c> med</c><00:01:58.560><c> for</c><00:01:58.719><c> the</c><00:01:58.880><c> member</c> the med for the member the med for the member so<00:02:00.640><c> you</c><00:02:00.960><c> find</c><00:02:01.360><c> the</c><00:02:02.479><c> forces</c><00:02:03.119><c> here</c> so you find the forces here so you find the forces here greater<00:02:04.320><c> than</c><00:02:04.640><c> this</c><00:02:05.840><c> that</c><00:02:06.079><c> means</c><00:02:06.560><c> they</c><00:02:06.799><c> will</c> greater than this that means they will greater than this that means they will be be be additional<00:02:08.080><c> reinforcement</c><00:02:08.879><c> bar</c><00:02:09.200><c> required</c> additional reinforcement bar required additional reinforcement bar required otherwise<00:02:12.560><c> you</c><00:02:12.800><c> may</c><00:02:13.200><c> stick</c><00:02:13.599><c> to</c><00:02:13.920><c> the</c><00:02:14.160><c> same</c> otherwise you may stick to the same otherwise you may stick to the same amount<00:02:14.959><c> of</c><00:02:15.040><c> reinforcement</c><00:02:15.840><c> bar</c><00:02:16.160><c> throughout</c> amount of reinforcement bar throughout amount of reinforcement bar throughout the<00:02:16.800><c> member</c>
67	0sWnkfvuzI8	5.7 Equations for designing shear reinforcement	https://www.youtube.com/watch?v=0sWnkfvuzI8	5.7_Equations_for_designing_shear_reinforcement.en.vtt	from<00:00:00.320><c> the</c><00:00:00.560><c> previous</c><00:00:01.040><c> videos</c><00:00:02.320><c> three</c><00:00:02.800><c> equations</c> from the previous videos three equations from the previous videos three equations have<00:00:04.000><c> been</c><00:00:04.240><c> derived</c> have been derived have been derived which<00:00:05.680><c> are</c><00:00:06.399><c> we</c><00:00:06.720><c> are</c><00:00:06.960><c> the</c><00:00:07.279><c> maximum</c><00:00:08.000><c> 22</c><00:00:08.720><c> degree</c> which are we are the maximum 22 degree which are we are the maximum 22 degree vrd<00:00:10.480><c> maximum</c><00:00:11.200><c> 45</c><00:00:11.920><c> degree</c> vrd maximum 45 degree vrd maximum 45 degree and<00:00:13.360><c> also</c><00:00:13.840><c> the</c><00:00:14.120><c> equations</c><00:00:15.200><c> to</c><00:00:15.599><c> determine</c> and also the equations to determine and also the equations to determine the<00:00:17.199><c> angle</c><00:00:17.920><c> of</c><00:00:18.240><c> the</c><00:00:18.800><c> strut</c> the angle of the strut the angle of the strut also<00:00:20.880><c> in</c><00:00:21.119><c> the</c><00:00:21.600><c> aspects</c><00:00:22.240><c> of</c><00:00:22.480><c> the</c><00:00:22.880><c> shear</c> also in the aspects of the shear also in the aspects of the shear reinforcement reinforcement reinforcement this<00:00:25.039><c> equation</c><00:00:26.000><c> is</c><00:00:26.160><c> derived</c><00:00:27.199><c> and</c><00:00:27.599><c> this</c> this equation is derived and this this equation is derived and this equation equation equation is<00:00:29.279><c> given</c><00:00:29.760><c> by</c><00:00:30.000><c> euro</c><00:00:30.400><c> code</c><00:00:31.760><c> discussions</c><00:00:32.719><c> were</c> is given by euro code discussions were is given by euro code discussions were also also also made<00:00:33.760><c> for</c><00:00:34.079><c> the</c><00:00:34.480><c> additional</c><00:00:35.360><c> longitudinal</c> made for the additional longitudinal made for the additional longitudinal force force force caused<00:00:37.360><c> by</c><00:00:37.760><c> the</c><00:00:38.239><c> shear</c><00:00:38.559><c> load</c><00:00:39.280><c> and</c> caused by the shear load and caused by the shear load and checking<00:00:40.480><c> criteria</c><00:00:41.200><c> for</c><00:00:41.440><c> that</c><00:00:42.960><c> all</c><00:00:43.360><c> these</c> checking criteria for that all these checking criteria for that all these are<00:00:44.399><c> put</c><00:00:44.640><c> together</c><00:00:46.239><c> in</c><00:00:46.800><c> this</c> are put together in this are put together in this slide<00:00:48.000><c> to</c><00:00:48.239><c> demonstrate</c><00:00:49.120><c> their</c><00:00:49.480><c> relationships</c> slide to demonstrate their relationships slide to demonstrate their relationships the<00:00:51.920><c> vrd</c><00:00:53.120><c> max</c><00:00:53.600><c> 22</c><00:00:54.320><c> degree</c> the vrd max 22 degree the vrd max 22 degree and<00:00:55.360><c> vrd</c><00:00:56.239><c> max</c><00:00:56.640><c> 45</c><00:00:57.360><c> degree</c><00:00:57.920><c> will</c><00:00:58.239><c> set</c><00:00:58.480><c> the</c> and vrd max 45 degree will set the and vrd max 45 degree will set the boundary<00:00:59.359><c> conditions</c><00:01:00.160><c> for</c><00:01:00.559><c> the</c> boundary conditions for the boundary conditions for the data<00:01:01.680><c> angle</c><00:01:02.800><c> it</c><00:01:03.039><c> was</c><00:01:03.440><c> identified</c> data angle it was identified data angle it was identified by<00:01:04.960><c> euro</c><00:01:05.360><c> code</c><00:01:05.760><c> that</c><00:01:06.479><c> the</c><00:01:06.799><c> angle</c><00:01:07.280><c> will</c><00:01:07.600><c> range</c> by euro code that the angle will range by euro code that the angle will range between<00:01:08.720><c> 22</c><00:01:09.520><c> degree</c><00:01:10.080><c> to</c><00:01:10.560><c> 45</c><00:01:11.360><c> degree</c> between 22 degree to 45 degree between 22 degree to 45 degree indicates<00:01:13.680><c> that</c><00:01:13.920><c> the</c><00:01:14.159><c> angle</c><00:01:14.799><c> is</c><00:01:15.119><c> less</c><00:01:15.360><c> than</c><00:01:15.680><c> 22</c> indicates that the angle is less than 22 indicates that the angle is less than 22 degree degree degree we<00:01:17.520><c> will</c><00:01:17.840><c> use</c><00:01:18.240><c> it</c><00:01:18.560><c> as</c><00:01:18.880><c> a</c><00:01:19.040><c> 22</c><00:01:19.759><c> degree</c> we will use it as a 22 degree we will use it as a 22 degree in<00:01:21.119><c> case</c><00:01:21.520><c> that</c><00:01:21.759><c> it</c><00:01:21.920><c> is</c><00:01:22.159><c> found</c><00:01:22.479><c> to</c><00:01:22.640><c> be</c><00:01:22.880><c> greater</c> in case that it is found to be greater in case that it is found to be greater than<00:01:23.759><c> 45</c><00:01:24.479><c> degree</c> than 45 degree than 45 degree the<00:01:25.520><c> sections</c><00:01:26.159><c> needs</c><00:01:26.479><c> to</c><00:01:26.720><c> be</c><00:01:27.040><c> redesigned</c><00:01:28.159><c> and</c> the sections needs to be redesigned and the sections needs to be redesigned and the<00:01:28.640><c> likelihood</c><00:01:29.280><c> of</c><00:01:29.520><c> value</c><00:01:30.079><c> of</c><00:01:30.159><c> the</c><00:01:30.400><c> member</c> the likelihood of value of the member the likelihood of value of the member is<00:01:31.439><c> high</c><00:01:32.400><c> with</c><00:01:32.720><c> that</c><00:01:33.439><c> these</c> is high with that these is high with that these two<00:01:34.560><c> equations</c><00:01:35.600><c> come</c><00:01:36.000><c> to</c><00:01:36.159><c> the</c><00:01:36.320><c> function</c> two equations come to the function two equations come to the function first<00:01:38.240><c> we</c><00:01:38.479><c> need</c><00:01:38.720><c> to</c><00:01:39.040><c> check</c><00:01:39.360><c> the</c><00:01:39.600><c> share</c><00:01:39.840><c> load</c> first we need to check the share load first we need to check the share load against<00:01:40.960><c> the</c> against the against the vrd<00:01:42.079><c> maximum</c><00:01:42.720><c> 22</c><00:01:44.159><c> if</c> vrd maximum 22 if vrd maximum 22 if the<00:01:44.799><c> shear</c><00:01:45.119><c> load</c><00:01:45.520><c> is</c><00:01:45.680><c> found</c><00:01:46.000><c> to</c><00:01:46.159><c> be</c><00:01:46.479><c> less</c><00:01:46.799><c> than</c> the shear load is found to be less than the shear load is found to be less than the<00:01:47.200><c> vrd</c><00:01:47.920><c> maximum</c><00:01:48.479><c> 22</c> the vrd maximum 22 the vrd maximum 22 we<00:01:49.920><c> know</c><00:01:50.240><c> that</c><00:01:50.720><c> the</c><00:01:51.119><c> angle</c><00:01:51.600><c> data</c><00:01:52.159><c> here</c><00:01:52.479><c> will</c><00:01:52.720><c> be</c> we know that the angle data here will be we know that the angle data here will be less<00:01:53.200><c> than</c><00:01:53.439><c> 22</c> less than 22 less than 22 degree<00:01:55.040><c> and</c><00:01:55.439><c> we</c><00:01:55.600><c> will</c><00:01:55.920><c> use</c><00:01:56.880><c> the</c> degree and we will use the degree and we will use the 22<00:01:58.079><c> degree</c><00:01:58.799><c> as</c><00:01:59.520><c> the</c><00:01:59.840><c> following</c><00:02:00.399><c> calculations</c> 22 degree as the following calculations 22 degree as the following calculations if<00:02:02.799><c> we</c><00:02:03.040><c> find</c><00:02:03.439><c> the</c><00:02:04.000><c> v</c><00:02:04.640><c> e</c><00:02:04.880><c> d</c><00:02:05.520><c> greater</c><00:02:06.240><c> than</c> if we find the v e d greater than if we find the v e d greater than are<00:02:07.360><c> the</c><00:02:07.600><c> maximum</c><00:02:08.160><c> 22</c><00:02:09.440><c> we</c><00:02:09.679><c> need</c><00:02:09.920><c> to</c> are the maximum 22 we need to are the maximum 22 we need to check<00:02:10.640><c> against</c><00:02:11.680><c> vrd</c><00:02:12.640><c> maximum</c><00:02:13.360><c> 45</c><00:02:14.080><c> degree</c> check against vrd maximum 45 degree check against vrd maximum 45 degree if<00:02:16.160><c> ved</c><00:02:17.040><c> is</c><00:02:17.360><c> less</c><00:02:17.680><c> than</c><00:02:18.440><c> vrd45</c><00:02:19.440><c> degree</c> if ved is less than vrd45 degree if ved is less than vrd45 degree we<00:02:20.800><c> will</c><00:02:21.360><c> need</c><00:02:21.599><c> to</c><00:02:21.920><c> use</c><00:02:22.319><c> these</c><00:02:22.640><c> equations</c><00:02:23.520><c> for</c> we will need to use these equations for we will need to use these equations for us<00:02:24.000><c> to</c><00:02:24.239><c> determine</c><00:02:25.040><c> the</c> us to determine the us to determine the angle<00:02:27.440><c> if</c><00:02:27.840><c> the</c><00:02:28.160><c> loop</c> angle if the loop angle if the loop is<00:02:28.879><c> greater</c><00:02:29.520><c> than</c><00:02:29.920><c> vrc</c><00:02:30.879><c> 45</c><00:02:31.599><c> degree</c> is greater than vrc 45 degree is greater than vrc 45 degree the<00:02:33.440><c> sections</c><00:02:34.000><c> will</c><00:02:34.160><c> be</c><00:02:34.840><c> redesigned</c> the sections will be redesigned the sections will be redesigned and<00:02:37.040><c> we</c><00:02:37.280><c> need</c><00:02:37.519><c> to</c><00:02:38.000><c> repeat</c><00:02:38.720><c> the</c><00:02:39.200><c> calculation</c> and we need to repeat the calculation and we need to repeat the calculation step<00:02:40.480><c> here</c><00:02:40.879><c> with</c><00:02:41.200><c> a</c><00:02:41.360><c> new</c><00:02:41.760><c> design</c><00:02:42.239><c> section</c> step here with a new design section step here with a new design section once<00:02:44.239><c> the</c><00:02:44.480><c> angle</c><00:02:45.200><c> has</c><00:02:45.680><c> been</c><00:02:45.920><c> defined</c> once the angle has been defined once the angle has been defined we<00:02:47.360><c> will</c><00:02:47.680><c> use</c><00:02:47.920><c> the</c><00:02:48.160><c> angle</c><00:02:48.640><c> defined</c><00:02:49.120><c> for</c><00:02:49.440><c> us</c><00:02:49.760><c> to</c> we will use the angle defined for us to we will use the angle defined for us to determine<00:02:51.040><c> the</c><00:02:51.599><c> amount</c><00:02:52.160><c> of</c><00:02:52.319><c> shelling</c> determine the amount of shelling determine the amount of shelling required<00:02:53.440><c> in</c><00:02:53.599><c> the</c><00:02:53.760><c> member</c> required in the member required in the member the<00:02:56.080><c> amount</c><00:02:56.560><c> of</c><00:02:56.720><c> shelling</c><00:02:57.200><c> required</c><00:02:58.000><c> in</c><00:02:58.159><c> the</c> the amount of shelling required in the the amount of shelling required in the member member member is<00:02:59.200><c> to</c><00:02:59.360><c> be</c><00:02:59.599><c> checked</c><00:02:59.920><c> against</c><00:03:00.400><c> the</c><00:03:00.560><c> minimum</c> is to be checked against the minimum is to be checked against the minimum sharing sharing sharing this<00:03:03.920><c> is</c><00:03:04.000><c> the</c><00:03:04.239><c> equations</c><00:03:05.040><c> that</c><00:03:05.360><c> given</c><00:03:05.840><c> by</c><00:03:06.080><c> euro</c> this is the equations that given by euro this is the equations that given by euro code code code once<00:03:08.480><c> we</c><00:03:08.640><c> have</c><00:03:08.879><c> decided</c><00:03:09.840><c> the</c><00:03:10.239><c> amount</c><00:03:10.720><c> of</c><00:03:11.040><c> share</c> once we have decided the amount of share once we have decided the amount of share reinforcement<00:03:12.159><c> required</c> reinforcement required reinforcement required in<00:03:13.040><c> the</c><00:03:13.280><c> member</c><00:03:14.080><c> we</c><00:03:14.319><c> need</c><00:03:14.560><c> to</c><00:03:14.959><c> determine</c><00:03:15.599><c> the</c> in the member we need to determine the in the member we need to determine the additional<00:03:16.879><c> force</c><00:03:17.440><c> acting</c><00:03:18.080><c> due</c><00:03:18.480><c> to</c><00:03:18.959><c> the</c> additional force acting due to the additional force acting due to the shear<00:03:20.800><c> load</c><00:03:21.599><c> this</c><00:03:21.920><c> is</c><00:03:22.159><c> calculated</c><00:03:23.040><c> based</c><00:03:23.280><c> on</c> shear load this is calculated based on shear load this is calculated based on the<00:03:23.680><c> equations</c> the equations the equations and<00:03:26.159><c> also</c><00:03:26.640><c> we</c><00:03:26.799><c> need</c><00:03:27.040><c> to</c><00:03:27.519><c> check</c><00:03:28.000><c> for</c><00:03:28.480><c> the</c> and also we need to check for the and also we need to check for the whether<00:03:29.599><c> additional</c><00:03:30.319><c> amount</c><00:03:30.799><c> of</c> whether additional amount of whether additional amount of reinforcement<00:03:31.760><c> bar</c><00:03:32.080><c> is</c><00:03:32.239><c> to</c><00:03:32.400><c> be</c><00:03:32.640><c> provided</c> reinforcement bar is to be provided reinforcement bar is to be provided to<00:03:34.560><c> resist</c><00:03:35.200><c> the</c><00:03:35.519><c> additional</c><00:03:36.239><c> longitudinal</c> to resist the additional longitudinal to resist the additional longitudinal force<00:03:37.680><c> caused</c><00:03:38.080><c> by</c><00:03:38.319><c> the</c><00:03:38.480><c> shear</c><00:03:38.720><c> load</c> force caused by the shear load force caused by the shear load these<00:03:40.480><c> are</c><00:03:40.879><c> some</c><00:03:41.280><c> other</c><00:03:41.720><c> requirements</c> these are some other requirements these are some other requirements to<00:03:43.920><c> ensure</c><00:03:44.560><c> the</c><00:03:44.879><c> serviceability</c><00:03:46.239><c> of</c><00:03:46.560><c> the</c> to ensure the serviceability of the to ensure the serviceability of the sharings sharings sharings which<00:03:49.200><c> will</c><00:03:49.440><c> be</c><00:03:49.680><c> discussed</c><00:03:50.720><c> in</c><00:03:50.959><c> the</c><00:03:51.280><c> following</c> which will be discussed in the following which will be discussed in the following chapters chapters chapters with<00:03:54.080><c> that</c><00:03:54.799><c> an</c><00:03:55.120><c> overview</c><00:03:56.080><c> of</c><00:03:56.480><c> all</c><00:03:56.720><c> the</c> with that an overview of all the with that an overview of all the equations<00:03:58.000><c> related</c><00:03:58.640><c> to</c><00:03:58.799><c> the</c><00:03:59.040><c> share</c> equations related to the share equations related to the share reinforcement reinforcement reinforcement have<00:04:01.200><c> been</c><00:04:01.680><c> outlined</c><00:04:02.319><c> here</c>
68	-SweR_PAnA0	5.8 Example: shear reinforcement	https://www.youtube.com/watch?v=-SweR_PAnA0	5.8_Example_-_shear_reinforcement.en.vtt	let's<00:00:00.320><c> try</c><00:00:00.640><c> an</c><00:00:00.880><c> example</c><00:00:01.599><c> to</c><00:00:02.080><c> design</c><00:00:02.639><c> for</c><00:00:02.960><c> the</c> let's try an example to design for the let's try an example to design for the shear<00:00:03.520><c> reinforcement</c><00:00:04.560><c> of</c><00:00:04.720><c> a</c><00:00:04.880><c> reinforced</c> shear reinforcement of a reinforced shear reinforcement of a reinforced concrete<00:00:05.920><c> beam</c> concrete beam concrete beam the<00:00:08.320><c> beam</c><00:00:08.720><c> here</c><00:00:09.120><c> has</c><00:00:09.440><c> a</c><00:00:09.599><c> span</c><00:00:10.080><c> of</c><00:00:10.320><c> 8</c><00:00:10.960><c> meters</c> the beam here has a span of 8 meters the beam here has a span of 8 meters it<00:00:13.120><c> sits</c><00:00:13.519><c> on</c><00:00:14.000><c> 300</c><00:00:14.639><c> mn</c><00:00:15.360><c> support</c> it sits on 300 mn support it sits on 300 mn support and<00:00:17.440><c> it</c><00:00:17.680><c> is</c><00:00:17.920><c> used</c><00:00:18.320><c> to</c><00:00:18.640><c> support</c><00:00:19.199><c> an</c><00:00:19.600><c> udl</c> and it is used to support an udl and it is used to support an udl of<00:00:21.359><c> 200</c><00:00:22.000><c> kilo</c><00:00:22.320><c> newton</c><00:00:22.800><c> per</c><00:00:23.039><c> meter</c> of 200 kilo newton per meter of 200 kilo newton per meter the<00:00:25.519><c> concrete</c><00:00:26.000><c> strength</c><00:00:26.560><c> is</c><00:00:27.279><c> 30</c><00:00:27.840><c> newton</c><00:00:28.320><c> per</c> the concrete strength is 30 newton per the concrete strength is 30 newton per mm<00:00:28.880><c> square</c> mm square mm square and<00:00:30.240><c> the</c><00:00:30.560><c> steel</c><00:00:31.119><c> bar</c><00:00:31.679><c> grade</c><00:00:32.160><c> is</c><00:00:32.559><c> 500</c><00:00:33.200><c> newton</c> and the steel bar grade is 500 newton and the steel bar grade is 500 newton per<00:00:33.920><c> mm</c><00:00:34.239><c> square</c> per mm square per mm square the<00:00:36.000><c> questions</c><00:00:36.640><c> asked</c><00:00:36.960><c> us</c><00:00:37.200><c> to</c><00:00:37.520><c> check</c><00:00:37.840><c> if</c><00:00:38.160><c> the</c> the questions asked us to check if the the questions asked us to check if the shear<00:00:38.800><c> reinforcement</c><00:00:39.600><c> provided</c> shear reinforcement provided shear reinforcement provided can<00:00:41.120><c> be</c><00:00:41.360><c> used</c><00:00:41.760><c> to</c><00:00:42.079><c> support</c><00:00:42.640><c> the</c><00:00:42.960><c> ultimate</c> can be used to support the ultimate can be used to support the ultimate shear<00:00:43.840><c> load</c> shear load shear load the<00:00:45.600><c> provided</c><00:00:46.320><c> sharing</c><00:00:47.280><c> is</c><00:00:47.760><c> h12</c> the provided sharing is h12 the provided sharing is h12 the<00:00:50.640><c> tension</c><00:00:51.199><c> steel</c><00:00:51.680><c> bar</c><00:00:52.079><c> provided</c><00:00:52.800><c> here</c><00:00:53.280><c> is</c> the tension steel bar provided here is the tension steel bar provided here is 2h25 2h25 2h25 the<00:00:57.120><c> width</c><00:00:57.440><c> of</c><00:00:57.520><c> the</c><00:00:57.760><c> beam</c><00:00:58.160><c> is</c><00:00:58.520><c> 350</c><00:00:59.840><c> and</c><00:01:00.079><c> the</c> the width of the beam is 350 and the the width of the beam is 350 and the depth<00:01:00.640><c> of</c><00:01:00.719><c> the</c><00:01:00.960><c> beam</c> depth of the beam depth of the beam is<00:01:01.840><c> 650.</c><00:01:03.760><c> you</c><00:01:04.000><c> may</c><00:01:04.239><c> pause</c><00:01:04.559><c> the</c><00:01:04.720><c> video</c><00:01:05.199><c> for</c><00:01:05.360><c> a</c> is 650. you may pause the video for a is 650. you may pause the video for a while while while for<00:01:06.479><c> you</c><00:01:06.720><c> to</c><00:01:07.040><c> work</c><00:01:07.360><c> out</c><00:01:07.520><c> the</c><00:01:07.920><c> solution</c> for you to work out the solution for you to work out the solution to<00:01:10.159><c> solve</c><00:01:10.560><c> these</c><00:01:10.960><c> questions</c><00:01:12.159><c> first</c><00:01:12.640><c> you</c><00:01:12.799><c> need</c> to solve these questions first you need to solve these questions first you need to to to draw<00:01:14.080><c> the</c><00:01:14.400><c> shear</c><00:01:14.720><c> force</c><00:01:15.200><c> diagram</c> draw the shear force diagram draw the shear force diagram you<00:01:17.360><c> need</c><00:01:17.600><c> to</c><00:01:18.000><c> first</c><00:01:18.400><c> know</c><00:01:18.799><c> the</c><00:01:19.040><c> udl</c><00:01:19.759><c> load</c> you need to first know the udl load you need to first know the udl load and<00:01:20.960><c> also</c><00:01:21.520><c> the</c><00:01:21.840><c> reactions</c><00:01:22.880><c> on</c><00:01:23.119><c> the</c><00:01:23.280><c> member</c> and also the reactions on the member and also the reactions on the member the<00:01:25.840><c> width</c><00:01:26.159><c> of</c><00:01:26.320><c> the</c><00:01:26.479><c> support</c><00:01:27.040><c> here</c><00:01:27.600><c> is</c> the width of the support here is the width of the support here is essential essential essential for<00:01:29.840><c> you</c><00:01:30.240><c> to</c><00:01:30.640><c> determine</c><00:01:31.520><c> the</c><00:01:32.000><c> shear</c><00:01:32.400><c> force</c> for you to determine the shear force for you to determine the shear force acting<00:01:33.520><c> on</c><00:01:33.759><c> the</c><00:01:34.000><c> surface</c><00:01:34.640><c> of</c><00:01:34.799><c> the</c><00:01:34.960><c> support</c> acting on the surface of the support acting on the surface of the support and<00:01:37.040><c> the</c><00:01:37.600><c> design</c><00:01:38.320><c> shear</c><00:01:38.720><c> load</c><00:01:39.200><c> ved</c> and the design shear load ved and the design shear load ved is<00:01:40.960><c> actually</c><00:01:42.159><c> at</c> is actually at is actually at that<00:01:44.000><c> distance</c><00:01:44.799><c> from</c><00:01:45.040><c> the</c><00:01:45.280><c> face</c><00:01:45.680><c> of</c><00:01:45.840><c> the</c> that distance from the face of the that distance from the face of the support support support it<00:01:48.399><c> can</c><00:01:48.640><c> be</c><00:01:48.960><c> easily</c><00:01:49.600><c> calculated</c><00:01:50.960><c> based</c><00:01:51.360><c> on</c><00:01:51.520><c> the</c> it can be easily calculated based on the it can be easily calculated based on the shear<00:01:51.920><c> force</c><00:01:52.240><c> diagram</c><00:01:52.880><c> here</c> shear force diagram here shear force diagram here and<00:01:54.000><c> to</c><00:01:54.240><c> identify</c><00:01:55.280><c> the</c><00:01:55.520><c> exact</c><00:01:56.079><c> locations</c> and to identify the exact locations and to identify the exact locations of<00:01:57.680><c> the</c><00:01:59.600><c> ved</c> of the ved of the ved in<00:02:00.960><c> order</c><00:02:01.360><c> to</c><00:02:01.680><c> determine</c><00:02:02.320><c> the</c><00:02:02.560><c> ved</c><00:02:03.200><c> here</c> in order to determine the ved here in order to determine the ved here the<00:02:04.799><c> calculations</c><00:02:05.920><c> are</c><00:02:06.240><c> demonstrated</c><00:02:07.200><c> here</c> the calculations are demonstrated here the calculations are demonstrated here the<00:02:09.280><c> vet</c><00:02:10.160><c> now</c><00:02:10.800><c> is</c><00:02:11.120><c> determined</c><00:02:11.840><c> to</c><00:02:12.080><c> be</c> the vet now is determined to be the vet now is determined to be 640<00:02:13.280><c> kilo</c><00:02:13.680><c> newton</c><00:02:15.040><c> while</c> 640 kilo newton while 640 kilo newton while the<00:02:16.000><c> vef</c><00:02:17.120><c> on</c><00:02:17.280><c> the</c><00:02:17.520><c> face</c><00:02:17.840><c> of</c><00:02:17.920><c> the</c><00:02:18.160><c> support</c> the vef on the face of the support the vef on the face of the support is<00:02:19.239><c> 770</c><00:02:20.319><c> kilo</c><00:02:20.640><c> newton</c> is 770 kilo newton is 770 kilo newton first<00:02:22.239><c> you</c><00:02:22.480><c> need</c><00:02:22.720><c> to</c><00:02:23.040><c> determine</c><00:02:23.760><c> the</c><00:02:24.080><c> angle</c> first you need to determine the angle first you need to determine the angle use<00:02:25.760><c> the</c><00:02:26.000><c> equations</c><00:02:26.959><c> for</c><00:02:27.360><c> vrd</c><00:02:28.160><c> maximum</c> use the equations for vrd maximum use the equations for vrd maximum 22<00:02:29.520><c> degree</c><00:02:30.480><c> you</c><00:02:30.640><c> will</c><00:02:30.879><c> get</c><00:02:31.319><c> 745</c><00:02:32.400><c> kilo</c><00:02:32.720><c> newton</c> 22 degree you will get 745 kilo newton 22 degree you will get 745 kilo newton this<00:02:35.440><c> value</c><00:02:36.080><c> is</c><00:02:36.319><c> smaller</c><00:02:37.040><c> than</c><00:02:37.319><c> mvef</c> this value is smaller than mvef this value is smaller than mvef of<00:02:39.040><c> 700</c><00:02:39.760><c> kilo</c><00:02:40.080><c> newton</c> of 700 kilo newton of 700 kilo newton with<00:02:42.239><c> that</c><00:02:42.560><c> you</c><00:02:42.720><c> will</c><00:02:42.959><c> proceed</c><00:02:43.519><c> with</c><00:02:43.840><c> checking</c> with that you will proceed with checking with that you will proceed with checking with<00:02:44.640><c> vrd</c><00:02:45.360><c> maximum</c><00:02:46.000><c> 45</c><00:02:46.640><c> degree</c> with vrd maximum 45 degree with vrd maximum 45 degree which<00:02:48.000><c> is</c><00:02:48.160><c> found</c><00:02:48.560><c> to</c><00:02:48.720><c> be</c><00:02:49.560><c> 1081</c><00:02:50.560><c> kilo</c><00:02:50.879><c> newton</c> which is found to be 1081 kilo newton which is found to be 1081 kilo newton based<00:02:52.800><c> on</c><00:02:52.959><c> the</c><00:02:53.120><c> result</c><00:02:53.680><c> here</c><00:02:54.319><c> you</c><00:02:54.560><c> know</c><00:02:54.879><c> that</c> based on the result here you know that based on the result here you know that the<00:02:55.599><c> vef</c> the vef the vef is<00:02:57.760><c> falling</c><00:02:58.239><c> in</c><00:02:58.480><c> between</c><00:02:59.120><c> the</c><00:02:59.519><c> 22</c><00:03:00.319><c> to</c> is falling in between the 22 to is falling in between the 22 to 45<00:03:01.280><c> degree</c><00:03:02.560><c> you</c><00:03:02.720><c> will</c><00:03:02.959><c> need</c><00:03:03.200><c> to</c><00:03:03.599><c> determine</c><00:03:04.400><c> the</c> 45 degree you will need to determine the 45 degree you will need to determine the angle<00:03:05.599><c> of</c><00:03:05.840><c> the</c><00:03:06.239><c> shear</c><00:03:06.560><c> load</c> angle of the shear load angle of the shear load by<00:03:08.239><c> using</c><00:03:08.720><c> this</c><00:03:09.040><c> equations</c><00:03:10.319><c> you</c><00:03:10.560><c> know</c><00:03:10.800><c> that</c> by using this equations you know that by using this equations you know that the<00:03:11.280><c> angle</c> the angle the angle is<00:03:12.319><c> equals</c><00:03:12.800><c> to</c><00:03:13.640><c> 22.7</c><00:03:14.640><c> degree</c> is equals to 22.7 degree is equals to 22.7 degree next<00:03:16.560><c> you</c><00:03:16.720><c> need</c><00:03:16.959><c> to</c><00:03:17.280><c> check</c><00:03:17.519><c> for</c><00:03:17.760><c> the</c><00:03:18.080><c> share</c> next you need to check for the share next you need to check for the share resistance resistance resistance of<00:03:19.440><c> the</c><00:03:20.080><c> link</c><00:03:21.120><c> first</c><00:03:21.599><c> quantify</c> of the link first quantify of the link first quantify the<00:03:22.800><c> area</c><00:03:23.360><c> of</c><00:03:23.599><c> the</c><00:03:23.760><c> sharing</c><00:03:24.879><c> over</c><00:03:25.440><c> the</c><00:03:25.760><c> spacing</c> the area of the sharing over the spacing the area of the sharing over the spacing as<00:03:27.840><c> the</c><00:03:28.080><c> sharing</c><00:03:28.720><c> is</c><00:03:29.040><c> provided</c><00:03:29.840><c> in</c><00:03:30.000><c> the</c><00:03:30.239><c> mode</c> as the sharing is provided in the mode as the sharing is provided in the mode of<00:03:30.840><c> loot</c> of loot of loot the<00:03:33.280><c> area</c><00:03:34.000><c> of</c><00:03:34.239><c> the</c><00:03:34.400><c> reinforcement</c><00:03:35.280><c> bar</c> the area of the reinforcement bar the area of the reinforcement bar it<00:03:36.159><c> will</c><00:03:36.400><c> be</c><00:03:36.799><c> equals</c><00:03:37.440><c> to</c><00:03:37.840><c> pi</c><00:03:38.159><c> r</c><00:03:38.400><c> squared</c><00:03:38.959><c> times</c> it will be equals to pi r squared times it will be equals to pi r squared times two two two as<00:03:41.519><c> given</c><00:03:42.159><c> in</c><00:03:42.319><c> the</c><00:03:42.480><c> equation</c><00:03:43.280><c> here</c> as given in the equation here as given in the equation here it<00:03:45.040><c> is</c><00:03:45.280><c> divided</c><00:03:46.000><c> by</c><00:03:46.239><c> the</c><00:03:46.400><c> spacing</c><00:03:47.120><c> s</c> it is divided by the spacing s it is divided by the spacing s you<00:03:48.879><c> will</c><00:03:49.120><c> obtain</c><00:03:49.599><c> the</c><00:03:49.840><c> ratio</c><00:03:50.400><c> of</c><00:03:50.799><c> asw</c><00:03:51.680><c> per</c> you will obtain the ratio of asw per you will obtain the ratio of asw per s<00:03:52.319><c> equals</c><00:03:52.879><c> to</c><00:03:53.239><c> 1.29</c> s equals to 1.29 s equals to 1.29 substitute<00:03:56.159><c> the</c><00:03:56.319><c> value</c><00:03:56.879><c> into</c><00:03:57.280><c> this</c><00:03:57.599><c> equations</c> substitute the value into this equations substitute the value into this equations together<00:04:00.480><c> with</c><00:04:00.879><c> all</c><00:04:01.200><c> the</c><00:04:01.439><c> other</c><00:04:02.000><c> relevant</c> together with all the other relevant together with all the other relevant values values values you<00:04:04.000><c> will</c><00:04:04.239><c> get</c><00:04:04.560><c> your</c><00:04:05.120><c> vrd</c><00:04:05.840><c> resistance</c><00:04:06.720><c> equals</c> you will get your vrd resistance equals you will get your vrd resistance equals to to to 781<00:04:09.040><c> kilonewton</c><00:04:10.640><c> your</c><00:04:11.040><c> resistance</c><00:04:12.000><c> of</c><00:04:12.159><c> the</c> 781 kilonewton your resistance of the 781 kilonewton your resistance of the member member member is<00:04:13.840><c> greater</c><00:04:14.560><c> than</c><00:04:14.879><c> the</c><00:04:15.120><c> ved</c><00:04:16.320><c> therefore</c> is greater than the ved therefore is greater than the ved therefore the<00:04:17.840><c> shear</c><00:04:18.160><c> resistance</c><00:04:18.959><c> is</c><00:04:19.280><c> considered</c> the shear resistance is considered the shear resistance is considered satisfactory satisfactory satisfactory next<00:04:23.120><c> you</c><00:04:23.280><c> need</c><00:04:23.520><c> to</c><00:04:23.919><c> check</c><00:04:24.240><c> for</c><00:04:24.560><c> the</c> next you need to check for the next you need to check for the additional<00:04:25.759><c> longitudinal</c><00:04:26.639><c> tensile</c><00:04:27.199><c> force</c> additional longitudinal tensile force additional longitudinal tensile force in<00:04:28.160><c> the</c><00:04:28.400><c> tension</c><00:04:28.880><c> steel</c><00:04:30.160><c> and</c><00:04:30.400><c> dot</c><00:04:30.720><c> this</c> in the tension steel and dot this in the tension steel and dot this equations equations equations you<00:04:32.639><c> will</c><00:04:32.880><c> know</c><00:04:33.280><c> it</c><00:04:33.440><c> will</c><00:04:33.759><c> generate</c><00:04:34.320><c> an</c> you will know it will generate an you will know it will generate an additional<00:04:35.360><c> tensile</c><00:04:35.919><c> force</c><00:04:36.320><c> of</c><00:04:36.639><c> 765</c><00:04:37.600><c> kilo</c> additional tensile force of 765 kilo additional tensile force of 765 kilo newton newton newton you<00:04:39.600><c> need</c><00:04:39.840><c> to</c><00:04:40.400><c> check</c><00:04:40.720><c> the</c><00:04:41.040><c> bottom</c><00:04:41.520><c> steel</c><00:04:41.919><c> bar</c> you need to check the bottom steel bar you need to check the bottom steel bar whether<00:04:42.800><c> it</c><00:04:42.960><c> is</c><00:04:43.199><c> sufficient</c><00:04:44.639><c> to</c> whether it is sufficient to whether it is sufficient to provide<00:04:45.919><c> resistance</c><00:04:46.800><c> to</c><00:04:47.120><c> this</c><00:04:47.520><c> additional</c> provide resistance to this additional provide resistance to this additional longitudinal<00:04:49.120><c> force</c>
69	4uCq5q9b53s	5.9 Shear stress in flange section	https://www.youtube.com/watch?v=4uCq5q9b53s	5.9_Shear_stress_in_flange_section.en.vtt	share<00:00:00.799><c> in</c><00:00:01.120><c> flank</c><00:00:01.599><c> sections</c> share in flank sections share in flank sections a<00:00:03.199><c> flank</c><00:00:03.600><c> sections</c><00:00:04.240><c> can</c><00:00:04.560><c> appear</c><00:00:05.200><c> in</c><00:00:05.440><c> two</c><00:00:05.759><c> forms</c> a flank sections can appear in two forms a flank sections can appear in two forms which<00:00:06.960><c> is</c><00:00:07.440><c> the</c><00:00:07.919><c> t</c><00:00:08.320><c> sections</c><00:00:09.040><c> and</c><00:00:09.280><c> the</c><00:00:09.599><c> l</c> which is the t sections and the l which is the t sections and the l sections sections sections it<00:00:11.519><c> happens</c><00:00:12.240><c> when</c><00:00:12.559><c> reinforced</c><00:00:13.200><c> concrete</c> it happens when reinforced concrete it happens when reinforced concrete slabs slabs slabs acts<00:00:14.880><c> together</c><00:00:15.759><c> with</c><00:00:16.000><c> the</c><00:00:16.240><c> being</c><00:00:16.560><c> sections</c> the<00:00:19.760><c> beam</c><00:00:20.160><c> becomes</c><00:00:20.560><c> the</c><00:00:20.800><c> web</c><00:00:21.680><c> while</c><00:00:22.160><c> the</c> the beam becomes the web while the the beam becomes the web while the slab<00:00:23.519><c> becomes</c><00:00:23.920><c> the</c><00:00:24.080><c> flange</c><00:00:24.560><c> of</c><00:00:24.640><c> the</c><00:00:24.880><c> sections</c> the<00:00:27.760><c> t</c><00:00:28.160><c> sections</c><00:00:29.039><c> appears</c><00:00:29.840><c> when</c><00:00:30.240><c> we</c><00:00:30.560><c> have</c> the t sections appears when we have the t sections appears when we have reinforced<00:00:31.519><c> concrete</c><00:00:31.920><c> slab</c> reinforced concrete slab reinforced concrete slab at<00:00:32.719><c> both</c><00:00:33.040><c> sides</c><00:00:33.440><c> of</c><00:00:33.520><c> the</c><00:00:33.760><c> beam</c><00:00:34.640><c> while</c><00:00:34.960><c> the</c><00:00:35.200><c> l</c> at both sides of the beam while the l at both sides of the beam while the l sections<00:00:36.160><c> appear</c> sections appear sections appear when<00:00:37.360><c> there</c><00:00:37.680><c> is</c><00:00:38.320><c> only</c><00:00:38.800><c> one</c><00:00:39.200><c> side</c><00:00:39.680><c> having</c> when there is only one side having when there is only one side having the<00:00:40.640><c> reinforced</c><00:00:41.280><c> concrete</c><00:00:41.680><c> slab</c> the reinforced concrete slab the reinforced concrete slab indicates<00:00:44.239><c> that</c><00:00:44.480><c> the</c><00:00:44.719><c> slab</c><00:00:45.120><c> is</c><00:00:45.360><c> undergoing</c> indicates that the slab is undergoing indicates that the slab is undergoing compressions compressions compressions the<00:00:47.680><c> flank</c><00:00:48.160><c> will</c><00:00:48.399><c> be</c><00:00:48.800><c> contributing</c><00:00:49.840><c> the</c> the flank will be contributing the the flank will be contributing the resistance<00:00:51.360><c> to</c><00:00:51.600><c> the</c><00:00:51.760><c> sections</c><00:00:53.120><c> especially</c> resistance to the sections especially resistance to the sections especially under<00:00:54.640><c> the</c><00:00:55.039><c> bending</c><00:00:56.840><c> deformations</c><00:00:57.920><c> under</c> under the bending deformations under under the bending deformations under such<00:00:58.840><c> circumstances</c><00:01:00.480><c> it</c><00:01:00.719><c> is</c><00:01:00.960><c> essential</c><00:01:01.760><c> to</c> such circumstances it is essential to such circumstances it is essential to ensure ensure ensure the<00:01:02.879><c> flank</c><00:01:03.520><c> remain</c><00:01:04.000><c> intact</c><00:01:04.720><c> with</c><00:01:05.199><c> the</c><00:01:05.680><c> beam</c> the flank remain intact with the beam the flank remain intact with the beam sections sections sections this<00:01:08.720><c> leads</c><00:01:09.119><c> to</c><00:01:09.600><c> two</c><00:01:10.000><c> types</c><00:01:10.479><c> of</c><00:01:10.560><c> the</c><00:01:10.799><c> share</c> this leads to two types of the share this leads to two types of the share happening<00:01:11.920><c> within</c><00:01:12.479><c> the</c><00:01:12.799><c> flame</c><00:01:13.280><c> sections</c> happening within the flame sections happening within the flame sections which<00:01:15.280><c> are</c><00:01:15.840><c> the</c><00:01:16.240><c> vertical</c><00:01:16.960><c> share</c><00:01:17.759><c> and</c> which are the vertical share and which are the vertical share and the<00:01:18.479><c> share</c><00:01:18.960><c> inflam</c><00:01:20.880><c> the</c><00:01:21.119><c> vertical</c><00:01:21.759><c> share</c> the share inflam the vertical share the share inflam the vertical share is<00:01:22.720><c> the</c><00:01:22.960><c> typical</c><00:01:23.759><c> share</c><00:01:24.400><c> happening</c><00:01:25.040><c> within</c> is the typical share happening within is the typical share happening within the<00:01:25.840><c> cross</c><00:01:26.159><c> sections</c><00:01:26.880><c> of</c><00:01:27.040><c> a</c><00:01:27.200><c> rectangular</c><00:01:28.000><c> beam</c> the cross sections of a rectangular beam the cross sections of a rectangular beam while<00:01:29.280><c> the</c><00:01:29.439><c> shear</c><00:01:29.920><c> implant</c><00:01:30.960><c> is</c><00:01:31.280><c> happening</c> while the shear implant is happening while the shear implant is happening at<00:01:32.240><c> the</c><00:01:32.479><c> interface</c><00:01:33.280><c> between</c><00:01:33.920><c> the</c><00:01:34.320><c> web</c><00:01:34.880><c> and</c> at the interface between the web and at the interface between the web and the<00:01:35.680><c> flame</c><00:01:36.159><c> of</c><00:01:36.320><c> the</c><00:01:36.479><c> sections</c> the flame of the sections the flame of the sections it<00:01:39.119><c> is</c><00:01:39.360><c> assumed</c><00:01:39.920><c> that</c><00:01:40.560><c> the</c><00:01:40.960><c> vertical</c><00:01:41.680><c> shear</c> it is assumed that the vertical shear it is assumed that the vertical shear is<00:01:42.560><c> fully</c><00:01:42.960><c> taken</c><00:01:43.439><c> by</c><00:01:43.600><c> the</c><00:01:43.840><c> web</c><00:01:44.720><c> while</c> is fully taken by the web while is fully taken by the web while the<00:01:45.600><c> transverse</c><00:01:46.240><c> reinforcement</c><00:01:47.200><c> here</c><00:01:48.000><c> is</c> the transverse reinforcement here is the transverse reinforcement here is used<00:01:48.880><c> to</c><00:01:49.119><c> provide</c><00:01:49.680><c> resistance</c><00:01:50.799><c> to</c><00:01:51.119><c> the</c><00:01:51.360><c> share</c> used to provide resistance to the share used to provide resistance to the share between<00:01:52.479><c> the</c><00:01:52.960><c> flanks</c> between the flanks between the flanks the<00:01:55.439><c> design</c><00:01:56.159><c> of</c><00:01:56.399><c> the</c><00:01:56.640><c> chair</c><00:01:57.840><c> in</c><00:01:58.079><c> the</c><00:01:58.320><c> web</c> the design of the chair in the web the design of the chair in the web will<00:01:59.200><c> be</c><00:01:59.920><c> identical</c><00:02:00.880><c> to</c><00:02:01.280><c> the</c><00:02:01.520><c> design</c><00:02:02.159><c> of</c><00:02:02.399><c> the</c> will be identical to the design of the will be identical to the design of the typical<00:02:03.360><c> rectangular</c><00:02:04.320><c> beam</c><00:02:04.640><c> sections</c> typical rectangular beam sections typical rectangular beam sections this<00:02:06.799><c> has</c><00:02:07.040><c> been</c><00:02:07.360><c> discussed</c><00:02:08.160><c> in</c><00:02:08.319><c> the</c><00:02:08.720><c> previous</c> this has been discussed in the previous this has been discussed in the previous video video video in<00:02:10.959><c> this</c><00:02:11.280><c> videos</c><00:02:12.000><c> we're</c><00:02:12.239><c> going</c><00:02:12.480><c> to</c><00:02:12.879><c> discuss</c> in this videos we're going to discuss in this videos we're going to discuss the the the design<00:02:15.120><c> for</c><00:02:15.360><c> the</c><00:02:15.760><c> transverse</c><00:02:16.400><c> reinforcement</c> design for the transverse reinforcement design for the transverse reinforcement in<00:02:17.840><c> order</c><00:02:18.319><c> to</c><00:02:18.800><c> resist</c><00:02:19.520><c> the</c><00:02:20.000><c> share</c><00:02:20.480><c> in</c><00:02:20.720><c> flank</c> in order to resist the share in flank in order to resist the share in flank section<00:02:23.599><c> this</c><00:02:24.000><c> figure</c> section this figure section this figure shows<00:02:25.280><c> a</c><00:02:25.599><c> typical</c><00:02:26.319><c> flank</c><00:02:26.800><c> section</c> shows a typical flank section shows a typical flank section which<00:02:28.720><c> comprises</c><00:02:30.000><c> of</c><00:02:30.480><c> the</c> which comprises of the which comprises of the reinforced<00:02:32.560><c> concrete</c><00:02:33.040><c> slab</c><00:02:33.680><c> and</c><00:02:33.920><c> the</c> reinforced concrete slab and the reinforced concrete slab and the reinforced<00:02:34.720><c> concrete</c><00:02:35.200><c> beam</c> reinforced concrete beam reinforced concrete beam the<00:02:36.560><c> shade</c><00:02:36.959><c> looks</c><00:02:37.360><c> happens</c><00:02:38.080><c> within</c><00:02:38.720><c> the</c> the shade looks happens within the the shade looks happens within the interface interface interface between<00:02:40.800><c> the</c><00:02:41.120><c> slab</c><00:02:41.760><c> and</c><00:02:41.920><c> the</c><00:02:42.080><c> beam</c> between the slab and the beam between the slab and the beam as<00:02:43.920><c> indicated</c><00:02:44.879><c> by</c><00:02:45.200><c> the</c><00:02:45.599><c> shareplane</c><00:02:46.560><c> here</c> the<00:02:49.200><c> share</c><00:02:49.680><c> that</c><00:02:50.000><c> developed</c><00:02:50.800><c> within</c><00:02:51.519><c> the</c> the share that developed within the the share that developed within the plan<00:02:52.800><c> here</c><00:02:53.440><c> is</c><00:02:53.680><c> known</c><00:02:54.080><c> as</c><00:02:54.400><c> the</c><00:02:54.920><c> longitudinal</c> plan here is known as the longitudinal plan here is known as the longitudinal shear<00:02:56.319><c> stress</c><00:02:57.280><c> ved</c> shear stress ved shear stress ved it<00:03:00.080><c> is</c><00:03:00.400><c> developed</c><00:03:01.200><c> mainly</c><00:03:01.920><c> due</c><00:03:02.319><c> to</c><00:03:02.800><c> the</c> it is developed mainly due to the it is developed mainly due to the differentials<00:03:04.239><c> between</c> differentials between differentials between the<00:03:05.800><c> longitudinal</c><00:03:06.800><c> force</c><00:03:07.519><c> happening</c> the longitudinal force happening the longitudinal force happening at<00:03:09.200><c> different</c><00:03:10.000><c> positions</c><00:03:10.959><c> of</c><00:03:11.120><c> the</c><00:03:11.440><c> members</c> at different positions of the members at different positions of the members the<00:03:13.120><c> differential</c><00:03:14.080><c> of</c><00:03:14.159><c> the</c><00:03:14.400><c> forces</c><00:03:15.360><c> is</c> the differential of the forces is the differential of the forces is represented<00:03:16.720><c> by</c> represented by represented by data<00:03:17.840><c> fd</c><00:03:20.000><c> this</c> data fd this data fd this data<00:03:20.959><c> fd</c><00:03:21.920><c> is</c><00:03:22.239><c> mainly</c><00:03:22.879><c> due</c><00:03:23.280><c> to</c> data fd is mainly due to data fd is mainly due to the<00:03:24.080><c> relative</c><00:03:24.799><c> movement</c><00:03:25.840><c> or</c><00:03:26.280><c> deformations</c> the relative movement or deformations the relative movement or deformations of<00:03:27.519><c> the</c><00:03:27.760><c> members</c><00:03:28.560><c> under</c><00:03:29.120><c> bending</c> of the members under bending of the members under bending when<00:03:31.519><c> subjected</c><00:03:32.239><c> to</c><00:03:32.799><c> a</c><00:03:32.959><c> higher</c><00:03:33.440><c> magnitude</c><00:03:34.159><c> of</c> when subjected to a higher magnitude of when subjected to a higher magnitude of load<00:03:35.840><c> the</c><00:03:36.080><c> beam</c><00:03:36.560><c> undergo</c><00:03:37.440><c> a</c> load the beam undergo a load the beam undergo a more<00:03:38.239><c> significant</c><00:03:39.120><c> degree</c><00:03:39.680><c> of</c><00:03:40.080><c> deformations</c> more significant degree of deformations more significant degree of deformations this<00:03:42.239><c> will</c><00:03:42.799><c> increase</c><00:03:43.360><c> the</c><00:03:43.760><c> data</c><00:03:44.840><c> ft</c> this will increase the data ft this will increase the data ft this<00:03:47.360><c> data</c><00:03:47.920><c> fd</c><00:03:48.799><c> is</c><00:03:49.239><c> quantified</c> this data fd is quantified this data fd is quantified on<00:03:50.640><c> the</c><00:03:50.879><c> basis</c><00:03:51.519><c> of</c><00:03:51.680><c> the</c><00:03:51.920><c> data</c><00:03:52.480><c> x</c> on the basis of the data x on the basis of the data x which<00:03:54.720><c> is</c><00:03:55.360><c> half</c><00:03:55.920><c> of</c><00:03:56.080><c> the</c><00:03:56.959><c> length</c> which is half of the length which is half of the length between<00:03:58.319><c> the</c><00:03:58.720><c> zero</c><00:03:59.200><c> moment</c><00:03:59.760><c> to</c><00:04:00.159><c> the</c><00:04:00.400><c> maximum</c> between the zero moment to the maximum between the zero moment to the maximum moment moment moment within<00:04:02.480><c> the</c><00:04:02.799><c> bending</c><00:04:03.280><c> moment</c><00:04:03.760><c> diagram</c> within the bending moment diagram within the bending moment diagram in<00:04:05.519><c> the</c><00:04:05.760><c> case</c><00:04:06.159><c> of</c><00:04:06.400><c> a</c><00:04:06.560><c> simply</c><00:04:07.120><c> supported</c><00:04:07.760><c> beam</c> in the case of a simply supported beam in the case of a simply supported beam the<00:04:09.519><c> maximum</c><00:04:10.239><c> moment</c><00:04:10.720><c> will</c><00:04:11.040><c> appear</c><00:04:11.680><c> at</c><00:04:11.840><c> the</c> the maximum moment will appear at the the maximum moment will appear at the mid<00:04:12.239><c> span</c> mid span mid span of<00:04:13.040><c> the</c><00:04:13.439><c> section</c><00:04:14.959><c> which</c><00:04:15.280><c> is</c><00:04:15.680><c> equals</c><00:04:16.239><c> to</c> of the section which is equals to of the section which is equals to l<00:04:17.120><c> 2</c><00:04:18.639><c> and</c><00:04:19.120><c> theta</c><00:04:19.680><c> x</c> l 2 and theta x l 2 and theta x it<00:04:20.320><c> will</c><00:04:20.639><c> be</c><00:04:21.199><c> half</c><00:04:21.680><c> of</c><00:04:21.919><c> the</c><00:04:22.400><c> alpha</c><00:04:22.880><c> 2.</c> it will be half of the alpha 2. it will be half of the alpha 2. based<00:04:25.120><c> on</c><00:04:25.360><c> the</c><00:04:25.759><c> locations</c><00:04:26.639><c> of</c><00:04:26.960><c> data</c><00:04:27.600><c> x</c> based on the locations of data x based on the locations of data x we<00:04:28.960><c> determine</c><00:04:29.759><c> the</c><00:04:30.240><c> theta</c><00:04:30.880><c> m</c><00:04:31.280><c> here</c> as<00:04:34.080><c> for</c><00:04:34.400><c> a</c><00:04:34.560><c> continuous</c><00:04:35.440><c> beam</c> as for a continuous beam as for a continuous beam there<00:04:37.120><c> will</c><00:04:37.360><c> be</c><00:04:37.759><c> positive</c><00:04:38.400><c> moment</c><00:04:39.040><c> and</c> there will be positive moment and there will be positive moment and negative<00:04:39.840><c> moment</c> negative moment negative moment along<00:04:40.960><c> the</c><00:04:41.120><c> span</c><00:04:42.400><c> we</c><00:04:42.639><c> will</c><00:04:42.880><c> first</c><00:04:43.280><c> need</c><00:04:43.520><c> to</c> along the span we will first need to along the span we will first need to determine<00:04:44.800><c> the</c><00:04:45.360><c> distance</c><00:04:46.160><c> from</c><00:04:46.720><c> zero</c><00:04:47.199><c> moment</c> determine the distance from zero moment determine the distance from zero moment to<00:04:48.000><c> the</c><00:04:48.240><c> maximum</c><00:04:48.880><c> moment</c><00:04:50.080><c> it</c><00:04:50.320><c> can</c> to the maximum moment it can to the maximum moment it can appear<00:04:51.600><c> in</c><00:04:52.320><c> the</c><00:04:52.880><c> l1</c><00:04:53.520><c> here</c> appear in the l1 here appear in the l1 here or<00:04:54.800><c> the</c><00:04:55.120><c> bank</c><00:04:55.440><c> here</c><00:04:56.240><c> or</c><00:04:56.639><c> the</c><00:04:56.800><c> span</c><00:04:57.280><c> here</c> or the bank here or the span here or the bank here or the span here or<00:04:58.400><c> the</c><00:04:58.560><c> spain</c><00:04:59.040><c> here</c><00:05:00.000><c> or</c><00:05:00.320><c> the</c><00:05:00.560><c> span</c> or the spain here or the span or the spain here or the span here<00:05:01.520><c> or</c><00:05:01.840><c> this</c><00:05:02.080><c> bank</c><00:05:02.400><c> here</c><00:05:03.840><c> you</c><00:05:04.080><c> may</c><00:05:04.320><c> choose</c><00:05:04.880><c> to</c> here or this bank here you may choose to here or this bank here you may choose to design<00:05:06.160><c> every</c><00:05:06.639><c> single</c><00:05:07.280><c> part</c><00:05:07.600><c> of</c><00:05:07.840><c> it</c> design every single part of it design every single part of it separately separately separately or<00:05:10.160><c> you</c><00:05:10.400><c> may</c><00:05:10.880><c> choose</c><00:05:11.520><c> to</c><00:05:12.000><c> determine</c> or you may choose to determine or you may choose to determine the<00:05:13.360><c> positions</c><00:05:14.240><c> of</c><00:05:14.479><c> the</c><00:05:14.800><c> data</c><00:05:15.280><c> m</c> the positions of the data m the positions of the data m that<00:05:16.320><c> use</c><00:05:16.800><c> the</c><00:05:17.520><c> largest</c><00:05:18.080><c> magnitude</c> that use the largest magnitude that use the largest magnitude of<00:05:19.199><c> data</c><00:05:19.759><c> m</c><00:05:21.600><c> data</c> of data m data of data m data x<00:05:22.479><c> here</c><00:05:23.039><c> you</c><00:05:23.199><c> will</c><00:05:23.520><c> be</c><00:05:24.080><c> half</c><00:05:24.639><c> of</c><00:05:24.960><c> the</c> x here you will be half of the x here you will be half of the l1<00:05:26.560><c> here</c> there<00:05:29.280><c> will</c><00:05:29.520><c> be</c><00:05:30.000><c> transverse</c><00:05:30.720><c> reinforcement</c> there will be transverse reinforcement there will be transverse reinforcement bar bar bar being<00:05:32.560><c> applied</c><00:05:33.120><c> throughout</c><00:05:33.759><c> the</c><00:05:34.160><c> flank</c> being applied throughout the flank being applied throughout the flank section section section these<00:05:36.639><c> transverse</c><00:05:37.280><c> reinforcement</c><00:05:38.479><c> is</c><00:05:38.880><c> used</c> these transverse reinforcement is used these transverse reinforcement is used to<00:05:39.759><c> resist</c><00:05:40.479><c> the</c> to resist the to resist the shear<00:05:41.120><c> load</c><00:05:41.440><c> acting</c><00:05:41.919><c> within</c><00:05:42.400><c> the</c><00:05:42.800><c> shaft</c><00:05:43.199><c> plane</c> shear load acting within the shaft plane shear load acting within the shaft plane the<00:05:45.919><c> transverse</c><00:05:46.479><c> reinforcement</c><00:05:47.360><c> bar</c><00:05:47.840><c> are</c> the transverse reinforcement bar are the transverse reinforcement bar are normally normally normally arranged<00:05:49.919><c> in</c><00:05:50.240><c> a</c><00:05:50.840><c> certain</c><00:05:51.880><c> predetermined</c> arranged in a certain predetermined arranged in a certain predetermined spacings spacings spacings as<00:05:55.039><c> long</c><00:05:55.440><c> as</c><00:05:55.840><c> the</c><00:05:56.080><c> amount</c><00:05:56.560><c> of</c><00:05:56.720><c> reinforcement</c> as long as the amount of reinforcement as long as the amount of reinforcement bar bar bar per<00:05:58.400><c> unit</c><00:05:58.800><c> span</c><00:05:59.280><c> of</c><00:05:59.520><c> 1</c><00:05:59.759><c> meter</c><00:06:00.400><c> is</c><00:06:00.840><c> adequate</c>
70	j8eiIXgfp6s	5.10 Equations for designing shear resistance in flange	https://www.youtube.com/watch?v=j8eiIXgfp6s	5.10_Equations_for_designing_shear_resistance_in_flange.en.vtt	this<00:00:00.480><c> slide</c><00:00:01.120><c> shows</c><00:00:01.599><c> the</c><00:00:01.920><c> equation</c><00:00:02.879><c> used</c><00:00:03.360><c> to</c> this slide shows the equation used to this slide shows the equation used to design<00:00:04.400><c> for</c><00:00:04.640><c> the</c><00:00:05.279><c> shared</c><00:00:05.759><c> interflank</c> design for the shared interflank design for the shared interflank sections sections sections it<00:00:08.639><c> basically</c><00:00:09.440><c> consists</c><00:00:10.160><c> of</c><00:00:10.480><c> three</c><00:00:10.880><c> main</c> it basically consists of three main it basically consists of three main parts parts parts first<00:00:13.040><c> is</c><00:00:13.440><c> to</c><00:00:13.920><c> determine</c><00:00:14.639><c> whether</c><00:00:15.360><c> the</c> first is to determine whether the first is to determine whether the transverse<00:00:16.320><c> reinforcement</c><00:00:17.199><c> is</c><00:00:17.440><c> required</c> transverse reinforcement is required transverse reinforcement is required within<00:00:18.800><c> the</c><00:00:18.960><c> flank</c><00:00:19.359><c> section</c> within the flank section within the flank section next<00:00:21.600><c> is</c><00:00:22.000><c> to</c><00:00:22.240><c> design</c><00:00:22.960><c> for</c><00:00:23.279><c> the</c><00:00:23.920><c> transverse</c> next is to design for the transverse next is to design for the transverse reinforcement reinforcement reinforcement and<00:00:26.560><c> the</c><00:00:26.800><c> third</c><00:00:27.039><c> part</c><00:00:27.439><c> it</c><00:00:27.599><c> will</c><00:00:27.840><c> be</c><00:00:28.160><c> the</c> and the third part it will be the and the third part it will be the checking<00:00:29.199><c> for</c><00:00:29.519><c> the</c><00:00:29.760><c> other</c> checking for the other checking for the other requirements<00:00:31.439><c> by</c><00:00:31.840><c> the</c><00:00:32.000><c> euro</c><00:00:32.399><c> code</c> requirements by the euro code requirements by the euro code we<00:00:34.320><c> shall</c><00:00:34.719><c> discuss</c><00:00:35.600><c> this</c><00:00:36.160><c> one</c><00:00:36.559><c> by</c><00:00:36.880><c> one</c> we shall discuss this one by one we shall discuss this one by one first<00:00:38.800><c> we</c><00:00:39.040><c> need</c><00:00:39.200><c> to</c><00:00:39.600><c> determine</c><00:00:40.399><c> whether</c><00:00:41.120><c> the</c> first we need to determine whether the first we need to determine whether the transverse<00:00:42.239><c> reinforcement</c><00:00:43.280><c> is</c><00:00:43.600><c> required</c> transverse reinforcement is required transverse reinforcement is required within<00:00:45.039><c> a</c> within a within a flank<00:00:45.840><c> section</c><00:00:47.920><c> this</c><00:00:48.239><c> can</c><00:00:48.480><c> be</c> flank section this can be flank section this can be checked<00:00:49.200><c> based</c><00:00:49.600><c> on</c><00:00:49.920><c> these</c><00:00:50.320><c> equations</c> checked based on these equations checked based on these equations where<00:00:52.399><c> the</c><00:00:52.719><c> shear</c><00:00:53.440><c> stress</c><00:00:54.320><c> has</c><00:00:54.559><c> to</c><00:00:54.800><c> be</c> where the shear stress has to be where the shear stress has to be less<00:00:55.520><c> than</c><00:00:55.960><c> 0.4</c><00:00:57.199><c> fctd</c> less than 0.4 fctd less than 0.4 fctd in<00:00:58.960><c> order</c><00:00:59.440><c> to</c><00:01:00.160><c> not</c><00:01:00.480><c> having</c><00:01:01.120><c> the</c><00:01:01.359><c> transverse</c> in order to not having the transverse in order to not having the transverse reinforcement<00:01:02.800><c> within</c><00:01:03.280><c> the</c> reinforcement within the reinforcement within the section<00:01:05.040><c> the</c><00:01:05.280><c> shear</c><00:01:05.600><c> stress</c><00:01:06.159><c> is</c><00:01:06.479><c> calculated</c> section the shear stress is calculated section the shear stress is calculated based<00:01:08.000><c> on</c><00:01:08.320><c> these</c><00:01:08.720><c> equations</c><00:01:10.560><c> when</c><00:01:10.880><c> we</c><00:01:11.119><c> need</c><00:01:11.360><c> to</c> based on these equations when we need to based on these equations when we need to determine<00:01:12.560><c> the</c> determine the determine the data<00:01:13.520><c> fd</c><00:01:14.880><c> the</c><00:01:15.280><c> differential</c> data fd the differential data fd the differential forces<00:01:17.920><c> happening</c><00:01:18.640><c> along</c><00:01:19.040><c> the</c><00:01:19.200><c> sections</c> forces happening along the sections forces happening along the sections and<00:01:20.720><c> also</c><00:01:21.280><c> data</c><00:01:21.920><c> x</c> and also data x and also data x the<00:01:24.240><c> data</c><00:01:24.880><c> x</c><00:01:25.200><c> is</c><00:01:25.680><c> referring</c><00:01:26.400><c> to</c> the data x is referring to the data x is referring to half<00:01:28.000><c> of</c><00:01:28.159><c> the</c><00:01:28.400><c> distance</c><00:01:29.360><c> from</c><00:01:29.759><c> the</c><00:01:30.240><c> zero</c> half of the distance from the zero half of the distance from the zero moment moment moment to<00:01:31.680><c> the</c><00:01:31.920><c> maximum</c><00:01:32.640><c> moment</c><00:01:33.920><c> the</c> to the maximum moment the to the maximum moment the data<00:01:34.799><c> fd</c><00:01:35.520><c> is</c><00:01:35.840><c> quantified</c><00:01:36.640><c> by</c><00:01:37.040><c> this</c><00:01:37.360><c> equation</c> data fd is quantified by this equation data fd is quantified by this equation in<00:01:39.600><c> the</c><00:01:40.000><c> functions</c><00:01:40.720><c> of</c><00:01:41.040><c> data</c><00:01:41.680><c> m</c> in the functions of data m in the functions of data m the<00:01:43.520><c> data</c><00:01:44.159><c> m</c><00:01:44.640><c> is</c><00:01:45.040><c> referring</c><00:01:45.759><c> to</c> the data m is referring to the data m is referring to the<00:01:46.560><c> differences</c><00:01:47.439><c> between</c><00:01:47.920><c> the</c><00:01:48.159><c> moment</c> the differences between the moment the differences between the moment located<00:01:50.240><c> at</c><00:01:50.640><c> data</c><00:01:51.280><c> x</c> located at data x located at data x this<00:01:53.840><c> d</c><00:01:54.240><c> minus</c><00:01:54.880><c> hf</c><00:01:55.520><c> divided</c><00:01:56.159><c> by</c> this d minus hf divided by this d minus hf divided by 2<00:01:57.520><c> is</c><00:01:57.920><c> referring</c><00:01:58.640><c> to</c><00:01:59.200><c> the</c> 2 is referring to the 2 is referring to the lever<00:02:00.079><c> arm</c><00:02:00.479><c> between</c><00:02:01.280><c> the</c><00:02:01.759><c> centroid</c><00:02:02.560><c> of</c><00:02:02.880><c> the</c> lever arm between the centroid of the lever arm between the centroid of the flank<00:02:03.759><c> sections</c><00:02:04.719><c> to</c><00:02:05.200><c> the</c><00:02:06.079><c> centroid</c><00:02:06.799><c> of</c><00:02:07.040><c> the</c> flank sections to the centroid of the flank sections to the centroid of the reinforcement<00:02:08.319><c> bars</c><00:02:09.200><c> and</c><00:02:09.840><c> there</c><00:02:10.239><c> is</c> reinforcement bars and there is reinforcement bars and there is a<00:02:10.800><c> ratio</c><00:02:11.520><c> of</c><00:02:12.000><c> effective</c><00:02:12.800><c> flank</c><00:02:13.360><c> divided</c><00:02:14.000><c> by</c> a ratio of effective flank divided by a ratio of effective flank divided by the<00:02:14.720><c> width</c><00:02:15.040><c> of</c><00:02:15.200><c> the</c><00:02:15.520><c> flank</c><00:02:17.120><c> the</c> the width of the flank the the width of the flank the effective<00:02:18.239><c> clear</c><00:02:18.640><c> flame</c><00:02:19.120><c> bf</c><00:02:19.840><c> node</c> effective clear flame bf node effective clear flame bf node is<00:02:21.040><c> referring</c><00:02:21.840><c> to</c><00:02:22.400><c> the</c><00:02:22.879><c> bf</c> is referring to the bf is referring to the bf minus<00:02:24.640><c> bw</c><00:02:25.920><c> divided</c><00:02:26.560><c> by</c><00:02:26.959><c> two</c> minus bw divided by two minus bw divided by two it<00:02:28.080><c> is</c><00:02:28.480><c> referring</c><00:02:29.280><c> to</c><00:02:29.840><c> the</c><00:02:30.400><c> clear</c><00:02:30.800><c> distance</c> it is referring to the clear distance it is referring to the clear distance from<00:02:31.840><c> the</c><00:02:32.080><c> web</c><00:02:32.640><c> to</c><00:02:33.040><c> the</c><00:02:33.360><c> side</c><00:02:33.680><c> of</c><00:02:33.760><c> the</c><00:02:34.000><c> plane</c> from the web to the side of the plane from the web to the side of the plane assuming<00:02:35.519><c> both</c><00:02:35.920><c> sides</c><00:02:36.480><c> are</c><00:02:36.720><c> symmetrical</c> assuming both sides are symmetrical assuming both sides are symmetrical substitute<00:02:39.440><c> the</c><00:02:39.760><c> relevant</c><00:02:40.480><c> equations</c><00:02:41.599><c> you</c> substitute the relevant equations you substitute the relevant equations you will<00:02:42.000><c> be</c> will be will be able<00:02:42.800><c> to</c><00:02:43.280><c> obtain</c><00:02:43.840><c> the</c><00:02:44.319><c> longitudinal</c> able to obtain the longitudinal able to obtain the longitudinal shear<00:02:45.760><c> stress</c><00:02:46.560><c> happening</c><00:02:47.120><c> within</c><00:02:47.680><c> the</c><00:02:48.080><c> shear</c> shear stress happening within the shear shear stress happening within the shear flame flame flame the<00:02:50.280><c> longitudinal</c><00:02:51.280><c> shear</c><00:02:51.599><c> stress</c><00:02:52.319><c> is</c><00:02:52.640><c> checked</c> the longitudinal shear stress is checked the longitudinal shear stress is checked against against against the<00:02:54.400><c> 40</c><00:02:54.959><c> percent</c><00:02:55.599><c> of</c><00:02:56.000><c> sctd</c> the 40 percent of sctd the 40 percent of sctd fctd<00:02:59.519><c> is</c><00:02:59.840><c> referring</c><00:03:00.560><c> to</c><00:03:01.120><c> the</c> fctd is referring to the fctd is referring to the tensile<00:03:02.640><c> design</c><00:03:03.120><c> strength</c><00:03:03.680><c> of</c><00:03:03.840><c> the</c><00:03:04.080><c> concrete</c> tensile design strength of the concrete tensile design strength of the concrete it<00:03:05.760><c> can</c><00:03:06.000><c> be</c><00:03:06.400><c> obtained</c><00:03:06.959><c> by</c><00:03:07.440><c> dividing</c><00:03:08.400><c> the</c> it can be obtained by dividing the it can be obtained by dividing the fctk<00:03:10.239><c> which</c><00:03:10.640><c> is</c><00:03:11.040><c> the</c><00:03:11.480><c> characteristic</c><00:03:12.480><c> tensile</c> fctk which is the characteristic tensile fctk which is the characteristic tensile strength<00:03:13.519><c> of</c><00:03:13.599><c> the</c><00:03:13.760><c> concrete</c> strength of the concrete strength of the concrete divided<00:03:15.440><c> by</c><00:03:16.000><c> the</c><00:03:16.560><c> partial</c><00:03:17.120><c> factor</c><00:03:17.599><c> of</c><00:03:17.840><c> safety</c> divided by the partial factor of safety divided by the partial factor of safety or<00:03:18.640><c> concrete</c><00:03:19.519><c> which</c><00:03:19.840><c> is</c><00:03:20.159><c> equals</c><00:03:20.720><c> to</c><00:03:21.040><c> 1.5</c> or concrete which is equals to 1.5 or concrete which is equals to 1.5 indicates<00:03:24.159><c> that</c><00:03:24.400><c> the</c><00:03:24.920><c> longitudinal</c><00:03:25.920><c> shear</c> indicates that the longitudinal shear indicates that the longitudinal shear stress stress stress is<00:03:27.120><c> less</c><00:03:27.440><c> than</c><00:03:27.840><c> 40</c><00:03:28.879><c> of</c><00:03:29.120><c> the</c><00:03:29.599><c> design</c> is less than 40 of the design is less than 40 of the design tensile<00:03:30.720><c> strength</c><00:03:31.200><c> of</c><00:03:31.280><c> the</c><00:03:31.519><c> concrete</c><00:03:32.720><c> no</c> tensile strength of the concrete no tensile strength of the concrete no shear<00:03:33.519><c> reinforcement</c> shear reinforcement shear reinforcement is<00:03:35.120><c> required</c><00:03:35.920><c> within</c><00:03:36.480><c> the</c><00:03:36.799><c> flank</c><00:03:37.280><c> section</c> is required within the flank section is required within the flank section that<00:03:39.200><c> means</c><00:03:39.840><c> the</c><00:03:40.080><c> concrete</c><00:03:40.640><c> itself</c><00:03:41.360><c> is</c><00:03:41.760><c> able</c> that means the concrete itself is able that means the concrete itself is able to to to resist<00:03:43.440><c> the</c><00:03:43.920><c> shear</c><00:03:44.239><c> stress</c><00:03:44.720><c> developed</c><00:03:45.280><c> within</c> resist the shear stress developed within resist the shear stress developed within the the the section<00:03:47.519><c> however</c><00:03:48.720><c> if</c><00:03:49.120><c> the</c> section however if the section however if the ved<00:03:50.400><c> is</c><00:03:50.720><c> greater</c><00:03:51.440><c> than</c><00:03:51.760><c> 0.4</c> ved is greater than 0.4 ved is greater than 0.4 sctd<00:03:55.040><c> we</c><00:03:55.280><c> will</c><00:03:55.519><c> need</c><00:03:55.760><c> to</c> sctd we will need to sctd we will need to provide<00:03:56.799><c> share</c><00:03:57.120><c> reinforcement</c><00:03:58.239><c> within</c><00:03:58.720><c> the</c> provide share reinforcement within the provide share reinforcement within the flank<00:03:59.439><c> sections</c> flank sections flank sections to<00:04:01.200><c> do</c><00:04:01.519><c> so</c><00:04:02.239><c> we</c><00:04:02.480><c> need</c><00:04:02.720><c> to</c><00:04:03.120><c> first</c><00:04:03.599><c> determine</c> to do so we need to first determine to do so we need to first determine the<00:04:04.799><c> share</c><00:04:05.200><c> angle</c><00:04:05.760><c> of</c><00:04:05.920><c> the</c><00:04:06.239><c> sections</c> the share angle of the sections the share angle of the sections this<00:04:08.400><c> can</c><00:04:08.640><c> be</c><00:04:08.959><c> calculated</c><00:04:09.920><c> from</c><00:04:10.239><c> this</c> this can be calculated from this this can be calculated from this equation equation equation and<00:04:13.120><c> the</c><00:04:13.280><c> share</c><00:04:13.680><c> angle</c><00:04:14.239><c> here</c><00:04:14.959><c> must</c><00:04:15.360><c> fall</c> and the share angle here must fall and the share angle here must fall within<00:04:16.639><c> the</c><00:04:17.359><c> acceptable</c><00:04:18.160><c> range</c> within the acceptable range within the acceptable range the<00:04:20.160><c> maximum</c><00:04:20.959><c> allowable</c><00:04:22.240><c> angle</c> the maximum allowable angle the maximum allowable angle is<00:04:23.199><c> 45</c><00:04:24.000><c> degree</c> is 45 degree is 45 degree if<00:04:26.560><c> the</c><00:04:26.880><c> angle</c><00:04:27.440><c> here</c><00:04:27.919><c> is</c><00:04:28.160><c> found</c><00:04:28.479><c> to</c><00:04:28.639><c> be</c><00:04:28.960><c> greater</c> if the angle here is found to be greater if the angle here is found to be greater than<00:04:30.000><c> 45</c><00:04:30.720><c> degree</c> than 45 degree than 45 degree the<00:04:32.160><c> sections</c><00:04:32.960><c> needs</c><00:04:33.199><c> to</c><00:04:33.440><c> be</c><00:04:33.759><c> redesigned</c> the sections needs to be redesigned the sections needs to be redesigned depending<00:04:36.880><c> on</c><00:04:37.199><c> the</c><00:04:37.520><c> stress</c><00:04:38.000><c> conditions</c> depending on the stress conditions depending on the stress conditions within<00:04:39.280><c> the</c><00:04:39.440><c> flange</c> within the flange within the flange whether<00:04:40.720><c> it</c><00:04:40.960><c> is</c><00:04:41.280><c> in</c><00:04:41.520><c> compressions</c><00:04:42.400><c> or</c><00:04:42.720><c> tension</c> whether it is in compressions or tension whether it is in compressions or tension the<00:04:44.400><c> smallest</c><00:04:45.120><c> allowable</c><00:04:45.919><c> angle</c><00:04:46.720><c> is</c> the smallest allowable angle is the smallest allowable angle is as<00:04:47.600><c> indicated</c><00:04:48.400><c> here</c><00:04:50.000><c> if</c><00:04:50.320><c> the</c><00:04:50.560><c> angle</c> as indicated here if the angle as indicated here if the angle calculated<00:04:52.080><c> from</c><00:04:52.320><c> these</c><00:04:52.639><c> equations</c><00:04:53.759><c> is</c> calculated from these equations is calculated from these equations is smaller<00:04:54.720><c> than</c> smaller than smaller than these<00:04:55.520><c> numbers</c><00:04:57.600><c> the</c><00:04:57.919><c> smallest</c> these numbers the smallest these numbers the smallest value<00:04:59.440><c> is</c><00:04:59.759><c> applied</c><00:05:01.440><c> which</c> value is applied which value is applied which are<00:05:02.680><c> 26.5</c><00:05:03.680><c> degrees</c><00:05:04.240><c> for</c><00:05:04.639><c> compressions</c> are 26.5 degrees for compressions are 26.5 degrees for compressions conditions conditions conditions and<00:05:07.000><c> 38.6</c><00:05:08.080><c> degree</c><00:05:08.560><c> for</c><00:05:08.800><c> the</c><00:05:08.960><c> tension</c> and 38.6 degree for the tension and 38.6 degree for the tension condition if<00:05:12.240><c> the</c><00:05:12.479><c> angles</c><00:05:13.120><c> fall</c><00:05:13.680><c> within</c><00:05:14.320><c> the</c><00:05:14.880><c> range</c> if the angles fall within the range if the angles fall within the range the<00:05:16.639><c> angle</c><00:05:17.199><c> will</c><00:05:17.440><c> be</c><00:05:17.680><c> adopted</c> the angle will be adopted the angle will be adopted once<00:05:20.320><c> the</c><00:05:20.560><c> angle</c><00:05:21.120><c> has</c><00:05:21.440><c> been</c><00:05:21.680><c> decided</c><00:05:22.880><c> it</c> once the angle has been decided it once the angle has been decided it is<00:05:23.520><c> to</c><00:05:23.759><c> be</c><00:05:25.680><c> substituted</c><00:05:26.639><c> into</c> is to be substituted into is to be substituted into the<00:05:27.280><c> equation</c><00:05:28.080><c> here</c><00:05:29.680><c> we</c><00:05:29.919><c> need</c><00:05:30.160><c> to</c> the equation here we need to the equation here we need to first<00:05:31.039><c> check</c><00:05:31.440><c> this</c><00:05:31.759><c> equations</c><00:05:33.440><c> where</c><00:05:33.840><c> the</c> first check this equations where the first check this equations where the longitudinal<00:05:35.360><c> shear</c><00:05:35.759><c> load</c><00:05:36.400><c> has</c><00:05:36.639><c> to</c><00:05:36.880><c> be</c><00:05:37.280><c> less</c> longitudinal shear load has to be less longitudinal shear load has to be less than than than the<00:05:38.479><c> maximum</c><00:05:39.280><c> share</c><00:05:39.600><c> resistance</c><00:05:40.400><c> of</c><00:05:40.560><c> the</c> the maximum share resistance of the the maximum share resistance of the concrete concrete concrete this<00:05:43.120><c> is</c><00:05:43.360><c> to</c><00:05:43.600><c> prevent</c><00:05:44.240><c> crushing</c><00:05:44.960><c> of</c><00:05:45.120><c> the</c> this is to prevent crushing of the this is to prevent crushing of the concrete concrete concrete under<00:05:47.600><c> high</c><00:05:48.000><c> shear</c><00:05:48.320><c> load</c><00:05:49.440><c> the</c><00:05:49.840><c> factor</c> under high shear load the factor under high shear load the factor v1<00:05:51.039><c> here</c><00:05:51.680><c> is</c><00:05:52.080><c> given</c><00:05:52.560><c> by</c><00:05:52.960><c> this</c><00:05:53.280><c> equations</c> v1 here is given by this equations v1 here is given by this equations as<00:05:54.960><c> a</c><00:05:55.120><c> functions</c><00:05:56.000><c> of</c><00:05:56.400><c> fck</c> as a functions of fck as a functions of fck if<00:05:59.520><c> this</c><00:06:00.000><c> found</c><00:06:00.400><c> acceptable</c><00:06:01.759><c> we</c><00:06:02.080><c> will</c><00:06:02.400><c> proceed</c> if this found acceptable we will proceed if this found acceptable we will proceed to to to determine<00:06:04.240><c> the</c><00:06:04.639><c> amount</c><00:06:05.120><c> of</c><00:06:05.280><c> reinforcement</c> determine the amount of reinforcement determine the amount of reinforcement bar<00:06:06.319><c> required</c><00:06:07.120><c> within</c><00:06:07.600><c> the</c><00:06:07.759><c> flank</c><00:06:08.160><c> section</c> bar required within the flank section bar required within the flank section substitute<00:06:10.880><c> the</c><00:06:11.280><c> data</c><00:06:11.919><c> f</c><00:06:12.319><c> into</c><00:06:12.800><c> the</c><00:06:13.039><c> equation</c> substitute the data f into the equation substitute the data f into the equation here here here the<00:06:15.840><c> ved</c><00:06:16.639><c> here</c><00:06:17.280><c> is</c><00:06:17.680><c> determined</c><00:06:18.840><c> here</c> the ved here is determined here the ved here is determined here this<00:06:21.680><c> will</c><00:06:22.000><c> be</c><00:06:22.400><c> the</c><00:06:22.720><c> amount</c><00:06:23.360><c> of</c><00:06:23.600><c> transverse</c> this will be the amount of transverse this will be the amount of transverse reinforcement<00:06:25.039><c> required</c><00:06:25.680><c> within</c><00:06:26.160><c> the</c> reinforcement required within the reinforcement required within the section section section in<00:06:28.880><c> the</c><00:06:29.120><c> context</c><00:06:29.759><c> of</c><00:06:30.000><c> euro</c><00:06:30.400><c> code</c> in the context of euro code in the context of euro code these<00:06:32.160><c> equations</c><00:06:33.199><c> has</c><00:06:33.440><c> been</c><00:06:33.680><c> used</c><00:06:34.240><c> as</c><00:06:34.639><c> one</c><00:06:34.960><c> of</c> these equations has been used as one of these equations has been used as one of the<00:06:35.440><c> requirements</c> the requirements the requirements to<00:06:37.120><c> check</c><00:06:37.600><c> for</c><00:06:38.080><c> the</c><00:06:38.560><c> amount</c><00:06:39.039><c> of</c><00:06:39.120><c> reinforcement</c> to check for the amount of reinforcement to check for the amount of reinforcement bar<00:06:40.240><c> required</c><00:06:40.960><c> within</c><00:06:41.440><c> the</c><00:06:41.759><c> flank</c><00:06:42.160><c> section</c> there<00:06:45.199><c> is</c><00:06:45.600><c> an</c><00:06:46.000><c> additional</c><00:06:46.840><c> requirement</c><00:06:47.840><c> as</c> there is an additional requirement as there is an additional requirement as given<00:06:48.800><c> in</c><00:06:49.120><c> euro</c><00:06:49.520><c> code</c><00:06:49.840><c> 2</c><00:06:51.120><c> where</c> given in euro code 2 where given in euro code 2 where the<00:06:51.759><c> amount</c><00:06:52.400><c> of</c><00:06:52.639><c> the</c><00:06:52.880><c> reinforcement</c><00:06:53.680><c> bar</c> the amount of the reinforcement bar the amount of the reinforcement bar within<00:06:54.639><c> the</c> within the within the flank<00:06:55.520><c> sections</c><00:06:56.560><c> needs</c><00:06:56.880><c> to</c><00:06:57.120><c> be</c><00:06:57.440><c> at</c><00:06:57.680><c> least</c> flank sections needs to be at least flank sections needs to be at least greater<00:06:58.800><c> than</c> greater than greater than half<00:07:00.240><c> of</c><00:07:00.479><c> the</c><00:07:01.280><c> amount</c><00:07:01.759><c> of</c><00:07:01.840><c> reinforcement</c><00:07:02.639><c> bar</c> half of the amount of reinforcement bar half of the amount of reinforcement bar calculated<00:07:03.919><c> here</c><00:07:04.880><c> plus</c><00:07:05.680><c> the</c><00:07:05.919><c> area</c><00:07:06.479><c> of</c> calculated here plus the area of calculated here plus the area of transverse<00:07:07.599><c> bending</c><00:07:08.240><c> of</c><00:07:08.400><c> the</c><00:07:08.720><c> flank</c> transverse bending of the flank transverse bending of the flank based<00:07:10.560><c> on</c><00:07:10.800><c> the</c><00:07:11.039><c> simplified</c><00:07:11.840><c> model</c><00:07:12.479><c> of</c><00:07:12.560><c> the</c> based on the simplified model of the based on the simplified model of the flank<00:07:13.199><c> section</c><00:07:13.680><c> here</c> flank section here flank section here the<00:07:16.000><c> flank</c><00:07:16.479><c> here</c><00:07:17.360><c> is</c><00:07:17.759><c> also</c><00:07:18.319><c> assuming</c> the flank here is also assuming the flank here is also assuming undergoing<00:07:20.240><c> the</c><00:07:20.800><c> cantilever</c><00:07:21.759><c> conditions</c> undergoing the cantilever conditions undergoing the cantilever conditions where<00:07:23.280><c> vertical</c><00:07:24.000><c> load</c><00:07:24.479><c> is</c><00:07:24.880><c> acting</c><00:07:25.520><c> on</c> where vertical load is acting on where vertical load is acting on top<00:07:26.639><c> of</c><00:07:26.880><c> the</c><00:07:27.199><c> flame</c><00:07:28.880><c> this</c> top of the flame this top of the flame this transverse<00:07:30.000><c> reinforcement</c><00:07:31.039><c> is</c><00:07:31.440><c> also</c><00:07:32.000><c> used</c><00:07:32.479><c> to</c> transverse reinforcement is also used to transverse reinforcement is also used to resist<00:07:33.599><c> the</c><00:07:34.080><c> cantilever</c><00:07:34.960><c> deformations</c><00:07:35.919><c> of</c> resist the cantilever deformations of resist the cantilever deformations of the<00:07:36.240><c> flank</c> the flank the flank with<00:07:37.440><c> that</c><00:07:38.080><c> the</c><00:07:38.319><c> summations</c><00:07:39.120><c> of</c><00:07:39.360><c> this</c><00:07:40.000><c> needs</c> with that the summations of this needs with that the summations of this needs to<00:07:40.560><c> be</c> to be to be the<00:07:41.440><c> greatest</c><00:07:42.800><c> than</c><00:07:43.120><c> the</c> the greatest than the the greatest than the sf<00:07:45.360><c> divided</c><00:07:46.080><c> by</c><00:07:46.400><c> the</c><00:07:46.639><c> spacing</c><00:07:47.599><c> for</c><00:07:47.840><c> the</c> sf divided by the spacing for the sf divided by the spacing for the flank<00:07:49.520><c> also</c><00:07:50.319><c> we</c><00:07:50.479><c> need</c><00:07:50.800><c> to</c> flank also we need to flank also we need to check<00:07:51.680><c> for</c><00:07:51.919><c> the</c><00:07:52.240><c> minimum</c><00:07:53.039><c> amount</c><00:07:53.599><c> of</c> check for the minimum amount of check for the minimum amount of transverse transverse transverse steel<00:07:56.240><c> based</c><00:07:56.560><c> on</c><00:07:56.800><c> the</c><00:07:56.960><c> requirement</c> steel based on the requirement steel based on the requirement these<00:07:58.400><c> equations</c><00:07:59.520><c> need</c><00:07:59.759><c> to</c><00:07:59.919><c> be</c><00:08:00.160><c> applied</c> these equations need to be applied these equations need to be applied and<00:08:01.680><c> the</c><00:08:02.160><c> s</c><00:08:02.400><c> mean</c><00:08:02.800><c> has</c><00:08:03.120><c> to</c><00:08:03.280><c> be</c><00:08:03.599><c> at</c><00:08:03.759><c> least</c> and the s mean has to be at least and the s mean has to be at least greater<00:08:04.800><c> than</c><00:08:06.840><c> 0.0013</c>
71	NYxD8IQhl-c	5.11 Example: shear in flange	https://www.youtube.com/watch?v=NYxD8IQhl-c	5.11_Example_-_shear_in_flange.en.vtt	let<00:00:00.240><c> us</c><00:00:00.480><c> try</c><00:00:00.880><c> an</c><00:00:01.040><c> example</c><00:00:01.839><c> to</c><00:00:02.320><c> design</c><00:00:02.960><c> for</c><00:00:03.199><c> the</c> let us try an example to design for the let us try an example to design for the shared<00:00:03.760><c> resistance</c><00:00:04.640><c> of</c><00:00:04.880><c> the</c> shared resistance of the shared resistance of the flank<00:00:05.680><c> section</c><00:00:07.200><c> the</c><00:00:07.440><c> questions</c><00:00:08.000><c> asked</c><00:00:08.320><c> us</c><00:00:08.480><c> to</c> flank section the questions asked us to flank section the questions asked us to design<00:00:09.519><c> the</c><00:00:09.679><c> required</c><00:00:10.400><c> share</c><00:00:10.719><c> reinforcement</c> design the required share reinforcement design the required share reinforcement for<00:00:12.160><c> the</c><00:00:12.400><c> beam</c><00:00:12.960><c> shown</c><00:00:13.440><c> here</c><00:00:14.960><c> the</c><00:00:15.120><c> steel</c><00:00:15.519><c> grade</c> for the beam shown here the steel grade for the beam shown here the steel grade is<00:00:16.080><c> given</c><00:00:16.560><c> as</c><00:00:16.880><c> 500</c><00:00:17.520><c> newton</c><00:00:18.000><c> per</c><00:00:18.320><c> mm</c><00:00:18.640><c> square</c> is given as 500 newton per mm square is given as 500 newton per mm square and<00:00:20.000><c> the</c><00:00:20.160><c> concrete</c><00:00:20.640><c> grade</c><00:00:21.119><c> is</c><00:00:21.439><c> 25</c><00:00:22.240><c> newton</c><00:00:22.720><c> per</c> and the concrete grade is 25 newton per and the concrete grade is 25 newton per mm<00:00:23.519><c> square</c><00:00:25.359><c> the</c><00:00:25.519><c> beam</c><00:00:25.920><c> sections</c> mm square the beam sections mm square the beam sections is<00:00:26.880><c> simply</c><00:00:27.439><c> supported</c><00:00:28.240><c> over</c><00:00:28.800><c> a</c><00:00:29.119><c> 9</c><00:00:29.439><c> meter</c><00:00:29.840><c> span</c> is simply supported over a 9 meter span is simply supported over a 9 meter span it<00:00:31.359><c> is</c><00:00:31.679><c> used</c><00:00:32.079><c> to</c><00:00:32.399><c> sustain</c><00:00:33.120><c> an</c><00:00:33.440><c> udl</c> it is used to sustain an udl it is used to sustain an udl load<00:00:34.480><c> of</c><00:00:34.800><c> 90</c><00:00:35.360><c> kilo</c><00:00:35.760><c> newton</c><00:00:36.320><c> per</c><00:00:36.719><c> meter</c> load of 90 kilo newton per meter load of 90 kilo newton per meter the<00:00:38.800><c> dimensions</c><00:00:39.680><c> of</c><00:00:39.840><c> the</c><00:00:40.000><c> flank</c><00:00:40.399><c> sections</c><00:00:41.040><c> is</c> the dimensions of the flank sections is the dimensions of the flank sections is given<00:00:41.840><c> here</c> given here given here the<00:00:43.600><c> flan</c><00:00:44.000><c> has</c><00:00:44.320><c> a</c><00:00:44.480><c> width</c><00:00:44.879><c> of</c><00:00:45.200><c> 600</c><00:00:45.840><c> mm</c> the flan has a width of 600 mm the flan has a width of 600 mm and<00:00:46.960><c> the</c><00:00:47.280><c> web</c><00:00:47.600><c> has</c><00:00:47.840><c> a</c><00:00:48.000><c> width</c><00:00:48.399><c> of</c><00:00:48.800><c> 250</c><00:00:49.600><c> mm</c> and the web has a width of 250 mm and the web has a width of 250 mm the<00:00:51.199><c> thickness</c><00:00:51.760><c> of</c><00:00:51.920><c> the</c><00:00:52.079><c> flange</c><00:00:52.559><c> is</c><00:00:52.800><c> 110</c><00:00:53.920><c> mm</c> the thickness of the flange is 110 mm the thickness of the flange is 110 mm there<00:00:56.000><c> are</c><00:00:56.399><c> three</c><00:00:56.840><c> h20</c><00:00:58.079><c> given</c> there are three h20 given there are three h20 given as<00:00:59.120><c> a</c><00:00:59.600><c> tension</c><00:01:00.160><c> reinforcement</c><00:01:00.960><c> bar</c><00:01:01.680><c> and</c> as a tension reinforcement bar and as a tension reinforcement bar and 2<00:01:02.320><c> h12</c><00:01:03.359><c> as</c><00:01:04.479><c> compressions</c><00:01:05.280><c> reinforcement</c><00:01:06.080><c> bar</c> 2 h12 as compressions reinforcement bar 2 h12 as compressions reinforcement bar the<00:01:08.320><c> depth</c><00:01:08.720><c> of</c><00:01:08.880><c> the</c><00:01:09.119><c> sections</c><00:01:09.920><c> for</c><00:01:10.320><c> the</c> the depth of the sections for the the depth of the sections for the tension<00:01:11.040><c> reinforcement</c><00:01:11.840><c> bar</c> tension reinforcement bar tension reinforcement bar is<00:01:12.720><c> 5</c><00:01:13.040><c> 30</c><00:01:13.600><c> mm</c><00:01:15.040><c> and</c> is 5 30 mm and is 5 30 mm and that<00:01:16.320><c> for</c><00:01:16.560><c> the</c><00:01:16.720><c> compression</c><00:01:17.520><c> bar</c><00:01:17.920><c> is</c><00:01:18.240><c> 45</c> that for the compression bar is 45 that for the compression bar is 45 mm<00:01:21.200><c> you</c><00:01:21.439><c> may</c><00:01:21.680><c> pause</c><00:01:22.000><c> the</c><00:01:22.240><c> video</c><00:01:22.640><c> for</c><00:01:22.880><c> a</c><00:01:23.040><c> while</c> mm you may pause the video for a while mm you may pause the video for a while for<00:01:23.759><c> you</c><00:01:24.080><c> to</c><00:01:24.400><c> work</c><00:01:24.720><c> out</c><00:01:24.880><c> the</c><00:01:25.280><c> solution</c> for you to work out the solution for you to work out the solution to<00:01:28.080><c> solve</c><00:01:28.560><c> these</c><00:01:28.960><c> questions</c><00:01:30.720><c> first</c><00:01:31.119><c> you</c><00:01:31.280><c> need</c> to solve these questions first you need to solve these questions first you need to<00:01:31.680><c> aware</c><00:01:32.320><c> there</c><00:01:32.640><c> are</c><00:01:32.960><c> two</c> to aware there are two to aware there are two modes<00:01:33.840><c> of</c><00:01:34.240><c> share</c><00:01:34.560><c> load</c><00:01:34.880><c> adding</c><00:01:35.360><c> within</c><00:01:35.759><c> the</c> modes of share load adding within the modes of share load adding within the sections sections sections you<00:01:38.000><c> will</c><00:01:38.240><c> need</c><00:01:38.479><c> to</c><00:01:39.000><c> design</c><00:01:40.159><c> for</c><00:01:40.479><c> the</c><00:01:40.720><c> sharing</c> you will need to design for the sharing you will need to design for the sharing for<00:01:41.680><c> the</c><00:01:42.079><c> vertical</c><00:01:42.799><c> shape</c><00:01:43.520><c> and</c><00:01:43.920><c> also</c><00:01:44.399><c> the</c> for the vertical shape and also the for the vertical shape and also the transverse<00:01:45.439><c> reinforcement</c><00:01:46.479><c> for</c><00:01:46.799><c> the</c><00:01:47.200><c> shape</c> transverse reinforcement for the shape transverse reinforcement for the shape within<00:01:47.920><c> the</c><00:01:48.079><c> flank</c><00:01:48.479><c> sections</c> within the flank sections within the flank sections for<00:01:50.240><c> the</c><00:01:50.479><c> design</c><00:01:51.119><c> of</c><00:01:51.280><c> the</c><00:01:51.520><c> shear</c> for the design of the shear for the design of the shear reinforcement reinforcement reinforcement this<00:01:53.759><c> slide</c><00:01:54.240><c> is</c><00:01:54.399><c> to</c><00:01:54.560><c> be</c><00:01:54.880><c> referred</c><00:01:56.159><c> you</c><00:01:56.399><c> will</c> this slide is to be referred you will this slide is to be referred you will need<00:01:56.799><c> to</c><00:01:57.119><c> determine</c><00:01:57.840><c> the</c><00:01:58.079><c> share</c><00:01:58.560><c> angle</c> need to determine the share angle need to determine the share angle before<00:02:00.000><c> you</c><00:02:00.320><c> can</c><00:02:00.640><c> determine</c><00:02:01.280><c> the</c><00:02:01.520><c> amount</c><00:02:02.079><c> of</c> before you can determine the amount of before you can determine the amount of the<00:02:02.479><c> share</c><00:02:02.719><c> reinforcement</c> the share reinforcement the share reinforcement provide<00:02:05.360><c> adequate</c><00:02:05.920><c> reinforcement</c><00:02:06.880><c> bar</c><00:02:07.680><c> and</c> provide adequate reinforcement bar and provide adequate reinforcement bar and check<00:02:08.399><c> against</c><00:02:09.039><c> the</c><00:02:09.920><c> requirements</c> check against the requirements check against the requirements in<00:02:11.760><c> order</c><00:02:12.160><c> to</c><00:02:12.720><c> ensure</c><00:02:13.440><c> the</c><00:02:14.120><c> serviceability</c> in order to ensure the serviceability in order to ensure the serviceability of<00:02:15.440><c> the</c><00:02:15.760><c> section</c><00:02:17.360><c> on</c><00:02:17.599><c> top</c><00:02:17.840><c> of</c><00:02:18.080><c> those</c> of the section on top of those of the section on top of those you<00:02:18.959><c> have</c><00:02:19.280><c> had</c><00:02:19.599><c> to</c><00:02:20.080><c> check</c><00:02:20.400><c> for</c><00:02:20.720><c> the</c><00:02:21.040><c> additional</c> you have had to check for the additional you have had to check for the additional longitudinal<00:02:22.720><c> force</c> longitudinal force longitudinal force as<00:02:23.360><c> well</c><00:02:23.920><c> to</c><00:02:24.160><c> determine</c><00:02:24.800><c> whether</c><00:02:25.360><c> the</c> as well to determine whether the as well to determine whether the longitudinal longitudinal longitudinal reinforcement<00:02:28.319><c> bar</c><00:02:28.640><c> provided</c><00:02:29.440><c> is</c><00:02:29.760><c> adequate</c> reinforcement bar provided is adequate reinforcement bar provided is adequate as<00:02:31.920><c> for</c><00:02:32.160><c> the</c><00:02:32.400><c> design</c><00:02:32.959><c> for</c><00:02:33.120><c> the</c><00:02:33.360><c> transverse</c> as for the design for the transverse as for the design for the transverse reinforcement reinforcement reinforcement this<00:02:35.680><c> slide</c><00:02:36.160><c> is</c><00:02:36.400><c> to</c><00:02:36.560><c> be</c><00:02:36.879><c> referred</c><00:02:38.239><c> you</c><00:02:38.400><c> will</c> this slide is to be referred you will this slide is to be referred you will need<00:02:38.800><c> to</c><00:02:39.120><c> determine</c><00:02:39.760><c> whether</c><00:02:40.239><c> shared</c> need to determine whether shared need to determine whether shared reinforcement<00:02:41.440><c> is</c><00:02:41.599><c> required</c> reinforcement is required reinforcement is required determine<00:02:43.519><c> the</c><00:02:43.840><c> angle</c><00:02:45.040><c> and</c><00:02:45.440><c> check</c><00:02:45.760><c> against</c> determine the angle and check against determine the angle and check against the the the criteria<00:02:47.920><c> and</c><00:02:48.239><c> determine</c><00:02:48.879><c> the</c><00:02:49.040><c> amount</c><00:02:49.599><c> of</c> criteria and determine the amount of criteria and determine the amount of reinforcement<00:02:50.640><c> bar</c><00:02:50.959><c> required</c> reinforcement bar required reinforcement bar required after<00:02:53.040><c> that</c><00:02:53.360><c> you</c><00:02:53.599><c> have</c><00:02:53.760><c> to</c><00:02:54.160><c> check</c><00:02:54.560><c> for</c><00:02:55.040><c> the</c> after that you have to check for the after that you have to check for the other<00:02:55.760><c> requirement</c> other requirement other requirement as<00:02:57.040><c> outlined</c><00:02:57.760><c> by</c><00:02:58.239><c> euro</c><00:02:58.640><c> code</c><00:02:58.959><c> 2.</c> as outlined by euro code 2. as outlined by euro code 2. with<00:03:00.400><c> that</c><00:03:00.720><c> we</c><00:03:00.879><c> will</c><00:03:01.200><c> look</c><00:03:01.519><c> into</c><00:03:02.159><c> the</c><00:03:02.560><c> design</c> with that we will look into the design with that we will look into the design solutions solutions solutions for<00:03:04.319><c> the</c><00:03:04.720><c> section</c><00:03:06.080><c> first</c><00:03:06.560><c> we</c><00:03:06.800><c> design</c> for the section first we design for the section first we design for<00:03:07.680><c> the</c><00:03:07.920><c> vertical</c><00:03:08.640><c> shear</c><00:03:09.040><c> load</c><00:03:09.920><c> to</c><00:03:10.159><c> determine</c> for the vertical shear load to determine for the vertical shear load to determine the<00:03:11.120><c> vertical</c><00:03:11.760><c> share</c><00:03:12.080><c> load</c> the vertical share load the vertical share load we<00:03:12.879><c> need</c><00:03:13.040><c> to</c><00:03:13.360><c> construct</c><00:03:14.000><c> a</c><00:03:14.319><c> shear</c><00:03:14.640><c> force</c> we need to construct a shear force we need to construct a shear force diagram diagram diagram the<00:03:16.560><c> maximum</c><00:03:17.280><c> shear</c><00:03:17.599><c> force</c><00:03:18.319><c> it</c><00:03:18.400><c> will</c><00:03:18.720><c> be</c> the maximum shear force it will be the maximum shear force it will be equals<00:03:19.840><c> to</c> equals to equals to the<00:03:20.319><c> reactions</c><00:03:21.360><c> of</c><00:03:21.599><c> the</c><00:03:21.760><c> supports</c> the reactions of the supports the reactions of the supports as<00:03:23.760><c> given</c><00:03:24.319><c> in</c><00:03:24.480><c> this</c><00:03:24.799><c> equation</c><00:03:26.159><c> which</c><00:03:26.480><c> is</c> as given in this equation which is as given in this equation which is equals<00:03:27.519><c> to</c><00:03:27.840><c> 405</c><00:03:28.799><c> kilo</c><00:03:29.120><c> newton</c> equals to 405 kilo newton equals to 405 kilo newton next<00:03:31.360><c> we</c><00:03:31.760><c> test</c><00:03:32.159><c> the</c><00:03:32.480><c> shear</c><00:03:32.879><c> angle</c><00:03:33.599><c> based</c><00:03:34.000><c> on</c> next we test the shear angle based on next we test the shear angle based on the<00:03:34.480><c> two</c><00:03:34.799><c> equations</c> the two equations the two equations for<00:03:36.560><c> the</c><00:03:37.280><c> 22</c><00:03:38.239><c> and</c><00:03:38.400><c> 45</c><00:03:39.200><c> degree</c> for the 22 and 45 degree for the 22 and 45 degree vrd<00:03:42.480><c> max</c><00:03:42.799><c> 22</c><00:03:43.840><c> is</c><00:03:44.400><c> obtained</c><00:03:44.959><c> as</c> vrd max 22 is obtained as vrd max 22 is obtained as 373<00:03:46.959><c> kilo</c><00:03:47.280><c> newton</c><00:03:48.159><c> and</c><00:03:48.480><c> vrd</c> 373 kilo newton and vrd 373 kilo newton and vrd max<00:03:49.760><c> 45</c><00:03:50.640><c> is</c><00:03:50.879><c> obtained</c><00:03:51.440><c> as</c><00:03:51.760><c> 573</c><00:03:52.720><c> kilo</c><00:03:53.040><c> newton</c> max 45 is obtained as 573 kilo newton max 45 is obtained as 573 kilo newton the<00:03:55.200><c> shear</c><00:03:55.599><c> loads</c><00:03:56.000><c> of</c><00:03:56.319><c> 405</c><00:03:57.519><c> is</c><00:03:57.760><c> found</c><00:03:58.159><c> to</c><00:03:58.319><c> be</c> the shear loads of 405 is found to be the shear loads of 405 is found to be in<00:03:58.959><c> between</c><00:03:59.680><c> the</c><00:04:00.159><c> two</c><00:04:00.720><c> loot</c> in between the two loot in between the two loot from<00:04:02.480><c> here</c><00:04:02.879><c> we</c><00:04:03.040><c> will</c><00:04:03.280><c> know</c><00:04:03.599><c> that</c><00:04:04.319><c> the</c><00:04:04.799><c> shear</c> from here we will know that the shear from here we will know that the shear angle angle angle it<00:04:05.920><c> will</c><00:04:06.159><c> be</c><00:04:06.560><c> in</c><00:04:06.799><c> between</c><00:04:07.360><c> 22</c><00:04:08.159><c> to</c><00:04:08.560><c> 45</c><00:04:09.280><c> degree</c> it will be in between 22 to 45 degree it will be in between 22 to 45 degree use<00:04:11.920><c> these</c><00:04:12.319><c> equations</c><00:04:13.200><c> to</c><00:04:13.519><c> determine</c><00:04:14.400><c> the</c> use these equations to determine the use these equations to determine the shear<00:04:15.280><c> angle</c><00:04:16.079><c> which</c><00:04:16.639><c> is</c><00:04:17.040><c> later</c><00:04:17.519><c> found</c><00:04:17.840><c> to</c><00:04:18.000><c> be</c> shear angle which is later found to be shear angle which is later found to be 24.5<00:04:19.759><c> degree</c> 24.5 degree 24.5 degree adopt<00:04:22.160><c> the</c><00:04:22.520><c> equations</c><00:04:23.919><c> to</c><00:04:24.320><c> determine</c><00:04:25.040><c> the</c> adopt the equations to determine the adopt the equations to determine the amount<00:04:25.759><c> of</c><00:04:25.919><c> share</c><00:04:26.240><c> reinforcement</c><00:04:27.199><c> here</c> amount of share reinforcement here amount of share reinforcement here you<00:04:28.479><c> will</c><00:04:28.720><c> obtain</c><00:04:29.360><c> the</c><00:04:30.080><c> ratio</c><00:04:30.720><c> of</c> you will obtain the ratio of you will obtain the ratio of area<00:04:32.000><c> divided</c><00:04:32.560><c> by</c><00:04:32.880><c> spacing</c><00:04:33.600><c> equals</c><00:04:34.080><c> to</c><00:04:35.080><c> 0.893</c> area divided by spacing equals to 0.893 area divided by spacing equals to 0.893 let's<00:04:37.919><c> say</c><00:04:38.320><c> h10</c><00:04:39.199><c> is</c><00:04:39.440><c> used</c><00:04:40.000><c> as</c><00:04:40.240><c> the</c><00:04:40.479><c> sharing</c> let's say h10 is used as the sharing let's say h10 is used as the sharing where<00:04:42.160><c> the</c><00:04:42.400><c> area</c><00:04:42.880><c> of</c><00:04:43.040><c> reinforcement</c><00:04:44.000><c> is</c><00:04:44.160><c> found</c> where the area of reinforcement is found where the area of reinforcement is found to<00:04:44.639><c> be</c> to be to be 157<00:04:46.400><c> mm</c><00:04:46.800><c> square</c> 157 mm square 157 mm square by<00:04:48.479><c> dividing</c><00:04:49.199><c> the</c><00:04:49.520><c> area</c><00:04:50.160><c> with</c><00:04:50.639><c> the</c><00:04:51.040><c> ratio</c> by dividing the area with the ratio by dividing the area with the ratio aw<00:04:52.479><c> per</c><00:04:52.800><c> s</c><00:04:53.440><c> you</c><00:04:53.600><c> will</c><00:04:53.840><c> obtain</c><00:04:54.320><c> the</c> aw per s you will obtain the aw per s you will obtain the required<00:04:55.360><c> spacing</c><00:04:56.240><c> of</c><00:04:57.080><c> 176</c> required spacing of 176 required spacing of 176 mm<00:05:00.320><c> this</c><00:05:00.720><c> is</c><00:05:00.960><c> to</c><00:05:01.120><c> be</c><00:05:01.360><c> checked</c><00:05:01.759><c> against</c><00:05:02.320><c> the</c> mm this is to be checked against the mm this is to be checked against the maximum maximum maximum allowable<00:05:04.320><c> spacing</c><00:05:05.120><c> which</c><00:05:05.440><c> is</c><00:05:05.680><c> equals</c><00:05:06.240><c> to</c> allowable spacing which is equals to allowable spacing which is equals to 0.75<00:05:08.080><c> d</c><00:05:09.120><c> as</c> 0.75 d as 0.75 d as 398<00:05:10.880><c> mm</c> you<00:05:13.759><c> may</c><00:05:14.080><c> use</c><00:05:14.639><c> any</c><00:05:15.199><c> value</c><00:05:16.320><c> within</c> you may use any value within you may use any value within 176<00:05:18.160><c> mm</c><00:05:19.520><c> in</c><00:05:19.759><c> this</c><00:05:20.080><c> case</c> 176 mm in this case 176 mm in this case we<00:05:20.880><c> choose</c><00:05:21.280><c> to</c><00:05:21.520><c> use</c><00:05:22.000><c> h10</c><00:05:22.800><c> spacing</c><00:05:23.960><c> 150</c><00:05:25.039><c> mm</c> we choose to use h10 spacing 150 mm we choose to use h10 spacing 150 mm where<00:05:26.400><c> the</c><00:05:27.199><c> sw</c><00:05:27.919><c> per</c><00:05:28.160><c> s</c><00:05:28.560><c> will</c><00:05:28.800><c> be</c> where the sw per s will be where the sw per s will be equals<00:05:29.680><c> to</c><00:05:30.280><c> 1.05</c><00:05:31.680><c> which</c><00:05:31.919><c> is</c><00:05:32.240><c> greater</c><00:05:32.880><c> than</c> equals to 1.05 which is greater than equals to 1.05 which is greater than calculated<00:05:34.720><c> here</c> calculated here calculated here this<00:05:37.199><c> is</c><00:05:37.520><c> later</c><00:05:38.240><c> to</c><00:05:38.400><c> be</c><00:05:38.800><c> checked</c><00:05:39.120><c> with</c><00:05:39.360><c> the</c> this is later to be checked with the this is later to be checked with the minimum<00:05:40.400><c> links</c><00:05:40.800><c> required</c><00:05:41.600><c> equation</c> minimum links required equation minimum links required equation which<00:05:43.919><c> based</c><00:05:44.240><c> on</c><00:05:44.400><c> the</c><00:05:44.560><c> calculation</c><00:05:45.520><c> here</c><00:05:46.000><c> you</c> which based on the calculation here you which based on the calculation here you will<00:05:46.400><c> know</c><00:05:46.720><c> that</c> will know that will know that it<00:05:47.759><c> can</c><00:05:48.240><c> have</c><00:05:48.560><c> a</c><00:05:48.720><c> spacing</c><00:05:49.520><c> of</c> it can have a spacing of it can have a spacing of mm<00:05:53.120><c> however</c><00:05:54.080><c> the</c><00:05:54.320><c> spacing</c><00:05:54.960><c> here</c> mm however the spacing here mm however the spacing here seems<00:05:55.840><c> to</c><00:05:56.080><c> be</c><00:05:56.639><c> larger</c><00:05:57.360><c> than</c><00:05:57.680><c> 398</c><00:05:58.560><c> nm</c> seems to be larger than 398 nm seems to be larger than 398 nm we<00:06:00.400><c> will</c><00:06:00.639><c> have</c><00:06:00.880><c> to</c><00:06:01.360><c> put</c><00:06:01.680><c> the</c><00:06:02.160><c> sharing</c><00:06:02.880><c> spacing</c> we will have to put the sharing spacing we will have to put the sharing spacing within<00:06:04.080><c> 398</c><00:06:04.960><c> mm</c><00:06:06.319><c> with</c><00:06:06.639><c> that</c> within 398 mm with that within 398 mm with that we<00:06:07.440><c> choose</c><00:06:07.759><c> to</c><00:06:08.080><c> have</c><00:06:08.400><c> the</c><00:06:08.800><c> spacing</c><00:06:09.440><c> of</c><00:06:10.199><c> 375mm</c> we choose to have the spacing of 375mm we choose to have the spacing of 375mm which<00:06:11.680><c> is</c><00:06:12.080><c> less</c><00:06:12.479><c> than</c><00:06:12.919><c> 390mm</c> which is less than 390mm which is less than 390mm and<00:06:15.360><c> the</c><00:06:15.600><c> ratio</c><00:06:16.160><c> of</c><00:06:16.479><c> area</c><00:06:16.960><c> per</c><00:06:17.199><c> spacing</c><00:06:17.759><c> will</c> and the ratio of area per spacing will and the ratio of area per spacing will be<00:06:18.240><c> equals</c><00:06:18.800><c> to</c> be equals to be equals to 0.419<00:06:20.800><c> mm</c><00:06:22.080><c> from</c><00:06:22.400><c> here</c> 0.419 mm from here 0.419 mm from here we<00:06:23.199><c> have</c><00:06:23.680><c> two</c><00:06:24.160><c> types</c><00:06:24.639><c> of</c><00:06:24.800><c> the</c><00:06:25.039><c> share</c><00:06:25.280><c> link</c><00:06:25.600><c> here</c> we have two types of the share link here we have two types of the share link here both<00:06:27.759><c> are</c><00:06:28.000><c> h10</c><00:06:29.199><c> but</c><00:06:29.520><c> they</c><00:06:29.840><c> spaced</c><00:06:30.319><c> differently</c> both are h10 but they spaced differently both are h10 but they spaced differently 150<00:06:32.400><c> and</c><00:06:33.280><c> 375</c> 150 and 375 150 and 375 mm<00:06:36.080><c> this</c><00:06:36.479><c> is</c><00:06:36.800><c> used</c><00:06:37.199><c> for</c><00:06:37.360><c> the</c><00:06:37.600><c> normal</c> mm this is used for the normal mm this is used for the normal sharing<00:06:38.960><c> which</c><00:06:39.199><c> is</c><00:06:39.520><c> used</c><00:06:39.840><c> to</c><00:06:40.240><c> sustain</c> sharing which is used to sustain sharing which is used to sustain a<00:06:41.520><c> higher</c><00:06:42.000><c> degree</c><00:06:42.560><c> of</c><00:06:42.960><c> shear</c><00:06:43.280><c> load</c> a higher degree of shear load a higher degree of shear load as<00:06:44.880><c> for</c><00:06:45.199><c> this</c><00:06:45.759><c> is</c><00:06:46.080><c> used</c><00:06:46.479><c> for</c><00:06:46.639><c> the</c><00:06:46.800><c> minimum</c> as for this is used for the minimum as for this is used for the minimum shelling shelling shelling whichever<00:06:49.199><c> looks</c><00:06:49.680><c> lower</c><00:06:50.240><c> than</c><00:06:50.479><c> this</c><00:06:50.960><c> can</c><00:06:51.120><c> be</c> whichever looks lower than this can be whichever looks lower than this can be used used used for<00:06:54.039><c> h10375mm</c> for h10375mm for h10375mm now<00:06:56.720><c> we</c><00:06:56.960><c> need</c><00:06:57.199><c> to</c><00:06:57.599><c> determine</c><00:06:58.319><c> the</c><00:06:58.800><c> locations</c> now we need to determine the locations now we need to determine the locations where<00:07:00.080><c> the</c> where the where the minimum<00:07:01.120><c> sharing</c><00:07:01.919><c> and</c><00:07:02.080><c> the</c><00:07:02.240><c> normal</c><00:07:02.800><c> sharing</c> minimum sharing and the normal sharing minimum sharing and the normal sharing can<00:07:03.599><c> be</c><00:07:03.919><c> applied</c> can be applied can be applied modify<00:07:06.800><c> the</c><00:07:07.120><c> equations</c><00:07:08.160><c> for</c><00:07:08.560><c> determining</c><00:07:09.280><c> the</c> modify the equations for determining the modify the equations for determining the amount<00:07:10.080><c> of</c><00:07:10.240><c> share</c><00:07:10.479><c> reinforcement</c><00:07:11.280><c> bar</c><00:07:11.599><c> here</c> amount of share reinforcement bar here amount of share reinforcement bar here and<00:07:13.199><c> dot</c><00:07:13.599><c> d</c><00:07:14.280><c> asw</c><00:07:15.360><c> per</c><00:07:15.759><c> spacing</c> and dot d asw per spacing and dot d asw per spacing as<00:07:17.599><c> the</c><00:07:17.840><c> minimum</c><00:07:18.560><c> share</c><00:07:18.960><c> link</c><00:07:20.160><c> we</c><00:07:20.400><c> will</c> as the minimum share link we will as the minimum share link we will obtain<00:07:21.360><c> the</c><00:07:21.680><c> equivalent</c><00:07:22.560><c> share</c><00:07:22.880><c> loops</c><00:07:23.199><c> i</c> obtain the equivalent share loops i obtain the equivalent share loops i think<00:07:23.680><c> within</c><00:07:24.080><c> the</c> think within the think within the member<00:07:26.720><c> the</c><00:07:26.960><c> share</c><00:07:27.280><c> minimum</c> member the share minimum member the share minimum here<00:07:28.479><c> is</c><00:07:28.639><c> found</c><00:07:28.960><c> to</c><00:07:29.199><c> be</c><00:07:29.520><c> 190</c><00:07:30.319><c> kilo</c><00:07:30.639><c> newton</c> here is found to be 190 kilo newton here is found to be 190 kilo newton along<00:07:33.280><c> the</c><00:07:33.680><c> shear</c><00:07:34.000><c> force</c><00:07:34.319><c> diagram</c><00:07:35.599><c> we</c><00:07:35.759><c> will</c> along the shear force diagram we will along the shear force diagram we will locate<00:07:36.800><c> the</c><00:07:37.120><c> positions</c><00:07:37.919><c> of</c><00:07:38.240><c> 190</c><00:07:39.199><c> kilo</c><00:07:39.599><c> newton</c> it<00:07:42.639><c> can</c><00:07:42.960><c> be</c><00:07:43.280><c> determined</c><00:07:44.000><c> based</c><00:07:44.400><c> on</c><00:07:44.639><c> the</c> it can be determined based on the it can be determined based on the interpolations<00:07:46.240><c> between</c> interpolations between interpolations between the<00:07:47.520><c> triangles</c><00:07:48.400><c> here</c> the triangles here the triangles here which<00:07:50.960><c> are</c><00:07:51.199><c> later</c><00:07:51.759><c> found</c><00:07:52.160><c> to</c><00:07:52.400><c> be</c><00:07:52.960><c> at</c><00:07:53.720><c> 2.12</c> which are later found to be at 2.12 which are later found to be at 2.12 meter meter meter from<00:07:55.680><c> the</c><00:07:55.840><c> support</c><00:07:57.440><c> with</c><00:07:57.680><c> that</c><00:07:58.400><c> within</c><00:07:58.960><c> these</c> from the support with that within these from the support with that within these regions regions regions normal<00:08:01.039><c> share</c><00:08:01.360><c> reinforcement</c><00:08:02.160><c> bar</c><00:08:02.639><c> is</c> normal share reinforcement bar is normal share reinforcement bar is provided provided provided as<00:08:04.319><c> hash</c><00:08:04.720><c> tank</c><00:08:05.120><c> 150</c><00:08:05.919><c> spacing</c> as hash tank 150 spacing as hash tank 150 spacing and<00:08:07.360><c> the</c><00:08:07.599><c> middle</c><00:08:08.080><c> stretch</c><00:08:08.560><c> of</c><00:08:08.639><c> the</c><00:08:08.879><c> sections</c> and the middle stretch of the sections and the middle stretch of the sections will<00:08:09.919><c> provide</c> will provide will provide with<00:08:10.960><c> the</c><00:08:11.120><c> minimum</c><00:08:11.759><c> amount</c><00:08:12.240><c> of</c><00:08:12.479><c> share</c> with the minimum amount of share with the minimum amount of share reinforcement reinforcement reinforcement of<00:08:15.000><c> h10375</c> of h10375 of h10375 next<00:08:17.520><c> we</c><00:08:17.680><c> need</c><00:08:17.919><c> to</c><00:08:18.319><c> determine</c><00:08:19.039><c> the</c><00:08:19.440><c> transverse</c> next we need to determine the transverse next we need to determine the transverse share share share reinforcement<00:08:21.759><c> for</c><00:08:21.919><c> the</c><00:08:22.080><c> flank</c><00:08:23.280><c> to</c><00:08:23.520><c> do</c><00:08:23.840><c> so</c> reinforcement for the flank to do so reinforcement for the flank to do so we<00:08:24.479><c> need</c><00:08:24.720><c> to</c><00:08:24.960><c> find</c><00:08:25.360><c> data</c><00:08:26.000><c> x</c><00:08:26.400><c> and</c><00:08:26.639><c> also</c><00:08:27.120><c> theta</c> we need to find data x and also theta we need to find data x and also theta m<00:08:29.360><c> the</c><00:08:29.680><c> theta</c><00:08:30.240><c> x</c><00:08:30.639><c> is</c><00:08:30.800><c> the</c> m the theta x is the m the theta x is the half<00:08:31.599><c> of</c><00:08:31.759><c> the</c><00:08:31.919><c> distance</c><00:08:32.719><c> from</c><00:08:33.200><c> the</c><00:08:33.680><c> zero</c> half of the distance from the zero half of the distance from the zero moment<00:08:34.800><c> to</c><00:08:35.120><c> the</c><00:08:35.279><c> maximum</c> moment to the maximum moment to the maximum moment<00:08:38.080><c> for</c><00:08:38.479><c> a</c><00:08:38.719><c> simply</c><00:08:39.279><c> supported</c> moment for a simply supported moment for a simply supported beam<00:08:41.039><c> data</c><00:08:41.599><c> x</c><00:08:42.000><c> it</c><00:08:42.159><c> will</c><00:08:42.479><c> be</c><00:08:43.039><c> l</c> beam data x it will be l beam data x it will be l divided<00:08:44.080><c> by</c><00:08:44.480><c> 4</c><00:08:45.040><c> which</c><00:08:45.360><c> is</c><00:08:45.680><c> equals</c><00:08:46.240><c> to</c> divided by 4 which is equals to divided by 4 which is equals to 2<00:08:47.120><c> 2</c><00:08:47.440><c> 5</c><00:08:47.760><c> 0</c><00:08:48.160><c> mm</c> 2 2 5 0 mm 2 2 5 0 mm next<00:08:50.320><c> we</c><00:08:50.480><c> need</c><00:08:50.720><c> to</c><00:08:51.040><c> determine</c><00:08:51.839><c> the</c><00:08:52.240><c> data</c><00:08:52.880><c> m</c> next we need to determine the data m next we need to determine the data m which<00:08:53.680><c> is</c><00:08:53.920><c> located</c><00:08:54.640><c> at</c><00:08:54.800><c> the</c><00:08:55.040><c> positions</c><00:08:56.000><c> of</c><00:08:56.320><c> the</c> which is located at the positions of the which is located at the positions of the data<00:08:57.279><c> x</c><00:08:59.519><c> from</c><00:08:59.760><c> the</c><00:09:00.000><c> shear</c><00:09:00.320><c> force</c><00:09:00.640><c> diagram</c><00:09:01.200><c> here</c> data x from the shear force diagram here data x from the shear force diagram here we<00:09:02.080><c> need</c><00:09:02.320><c> to</c><00:09:02.640><c> determine</c><00:09:03.519><c> the</c><00:09:04.040><c> equivalency</c> we need to determine the equivalency we need to determine the equivalency load<00:09:05.600><c> happening</c><00:09:06.399><c> at</c><00:09:06.640><c> data</c><00:09:07.279><c> x</c> load happening at data x load happening at data x from<00:09:09.680><c> the</c><00:09:09.920><c> bending</c><00:09:10.399><c> moment</c><00:09:10.800><c> diagram</c><00:09:11.360><c> here</c><00:09:12.000><c> we</c> from the bending moment diagram here we from the bending moment diagram here we need<00:09:12.480><c> to</c> need to need to determine<00:09:13.440><c> the</c><00:09:13.760><c> maximum</c><00:09:14.480><c> moment</c><00:09:14.959><c> at</c><00:09:15.120><c> the</c> determine the maximum moment at the determine the maximum moment at the mid-span mid-span mid-span the<00:09:18.080><c> data</c><00:09:18.720><c> m</c><00:09:19.040><c> here</c><00:09:19.600><c> it</c><00:09:19.760><c> will</c><00:09:20.000><c> be</c><00:09:20.399><c> equals</c><00:09:21.040><c> to</c><00:09:21.200><c> the</c> the data m here it will be equals to the the data m here it will be equals to the maximum maximum maximum moment<00:09:22.640><c> here</c><00:09:23.440><c> minus</c><00:09:24.000><c> the</c><00:09:24.320><c> area</c><00:09:24.880><c> of</c><00:09:24.959><c> the</c> moment here minus the area of the moment here minus the area of the triangle triangle triangle here<00:09:27.279><c> which</c><00:09:27.680><c> will</c><00:09:27.920><c> give</c><00:09:28.240><c> us</c><00:09:28.720><c> 6</c> here which will give us 6 here which will give us 6 at<00:09:29.640><c> 3.44</c><00:09:30.720><c> kilo</c><00:09:31.040><c> newton</c><00:09:31.440><c> meter</c> at 3.44 kilo newton meter at 3.44 kilo newton meter next<00:09:33.760><c> we</c><00:09:34.000><c> need</c><00:09:34.160><c> to</c><00:09:34.560><c> determine</c><00:09:35.360><c> the</c><00:09:36.320><c> stress</c> next we need to determine the stress next we need to determine the stress acting acting acting on<00:09:37.839><c> the</c><00:09:38.480><c> flank</c><00:09:38.880><c> section</c><00:09:40.480><c> it</c> on the flank section it on the flank section it is<00:09:40.959><c> in</c><00:09:41.200><c> the</c><00:09:41.360><c> functions</c><00:09:42.080><c> of</c><00:09:42.320><c> data</c><00:09:42.880><c> fd</c> is in the functions of data fd is in the functions of data fd where<00:09:44.560><c> data</c><00:09:45.040><c> ft</c><00:09:45.839><c> is</c><00:09:46.240><c> obtained</c><00:09:46.800><c> from</c><00:09:47.120><c> these</c> where data ft is obtained from these where data ft is obtained from these equations<00:09:50.399><c> the</c><00:09:50.640><c> equation</c><00:09:51.360><c> here</c> equations the equation here equations the equation here require<00:09:52.640><c> bf</c><00:09:53.279><c> node</c><00:09:54.000><c> which</c><00:09:54.320><c> is</c><00:09:54.720><c> obtained</c><00:09:55.200><c> based</c> require bf node which is obtained based require bf node which is obtained based on<00:09:55.680><c> this</c><00:09:56.000><c> equation</c> on this equation on this equation substitute<00:09:59.519><c> all</c><00:09:59.839><c> the</c><00:10:00.000><c> relevant</c><00:10:00.720><c> equations</c> substitute all the relevant equations substitute all the relevant equations we<00:10:02.079><c> will</c><00:10:02.320><c> obtain</c><00:10:02.880><c> the</c><00:10:03.320><c> longitudinal</c><00:10:04.399><c> shear</c> we will obtain the longitudinal shear we will obtain the longitudinal shear stress stress stress as<00:10:06.519><c> 1.70</c><00:10:07.600><c> newton</c><00:10:08.000><c> per</c><00:10:08.240><c> mm</c><00:10:08.640><c> square</c> the<00:10:11.760><c> shear</c><00:10:12.000><c> stress</c><00:10:12.480><c> here</c><00:10:13.040><c> is</c><00:10:13.360><c> later</c><00:10:13.839><c> to</c><00:10:14.079><c> be</c> the shear stress here is later to be the shear stress here is later to be checked<00:10:14.640><c> against</c> checked against checked against the<00:10:15.760><c> 40</c><00:10:16.240><c> percent</c><00:10:16.959><c> of</c><00:10:17.120><c> the</c><00:10:17.360><c> design</c><00:10:17.920><c> tensile</c> the 40 percent of the design tensile the 40 percent of the design tensile strength<00:10:18.880><c> of</c><00:10:18.959><c> the</c><00:10:19.120><c> concrete</c> strength of the concrete strength of the concrete the<00:10:21.720><c> fctd</c><00:10:23.360><c> is</c><00:10:23.760><c> calculated</c> the fctd is calculated the fctd is calculated based<00:10:25.279><c> on</c><00:10:25.440><c> the</c><00:10:25.680><c> equation</c><00:10:26.480><c> here</c><00:10:27.279><c> as</c><00:10:27.680><c> a</c> based on the equation here as a based on the equation here as a function<00:10:28.720><c> of</c><00:10:29.320><c> fctk</c><00:10:30.640><c> divided</c><00:10:31.279><c> by</c><00:10:31.680><c> partial</c> function of fctk divided by partial function of fctk divided by partial factor<00:10:32.720><c> of</c><00:10:32.880><c> safety</c> factor of safety factor of safety of<00:10:34.640><c> concrete</c> of concrete of concrete the<00:10:37.160><c> longitudinal</c><00:10:38.320><c> shear</c><00:10:38.640><c> stress</c><00:10:39.279><c> is</c><00:10:39.519><c> found</c> the longitudinal shear stress is found the longitudinal shear stress is found to<00:10:40.079><c> be</c> to be to be greater<00:10:41.279><c> than</c><00:10:42.120><c> 0.4</c><00:10:43.279><c> fctd</c> greater than 0.4 fctd greater than 0.4 fctd therefore<00:10:45.600><c> we</c><00:10:45.839><c> will</c><00:10:46.000><c> know</c><00:10:46.399><c> that</c><00:10:46.640><c> the</c> therefore we will know that the therefore we will know that the transverse transverse transverse steel<00:10:48.399><c> reinforcement</c><00:10:49.279><c> is</c><00:10:49.600><c> required</c> steel reinforcement is required steel reinforcement is required next<00:10:52.000><c> we</c><00:10:52.160><c> will</c><00:10:52.399><c> need</c><00:10:52.640><c> to</c><00:10:53.040><c> determine</c><00:10:53.839><c> the</c><00:10:54.160><c> shear</c> next we will need to determine the shear next we will need to determine the shear angle<00:10:55.040><c> within</c><00:10:55.519><c> the</c><00:10:55.839><c> flank</c><00:10:56.320><c> section</c> angle within the flank section angle within the flank section use<00:10:58.320><c> these</c><00:10:58.839><c> equations</c><00:11:00.000><c> and</c><00:11:00.240><c> it</c><00:11:00.480><c> is</c><00:11:00.720><c> found</c> use these equations and it is found use these equations and it is found that<00:11:01.360><c> the</c><00:11:01.839><c> theta</c><00:11:02.399><c> f</c><00:11:02.800><c> equals</c><00:11:03.360><c> to</c><00:11:04.040><c> 11.1</c> that the theta f equals to 11.1 that the theta f equals to 11.1 data<00:11:07.120><c> the</c><00:11:07.800><c> 11.1</c><00:11:08.880><c> degree</c> data the 11.1 degree data the 11.1 degree is<00:11:09.920><c> less</c><00:11:10.320><c> than</c><00:11:11.240><c> 26.5</c><00:11:12.320><c> degree</c> is less than 26.5 degree is less than 26.5 degree therefore<00:11:14.320><c> the</c><00:11:15.040><c> angle</c><00:11:15.920><c> for</c><00:11:16.160><c> the</c><00:11:16.399><c> flank</c> therefore the angle for the flank therefore the angle for the flank sections sections sections it<00:11:17.760><c> will</c><00:11:18.000><c> be</c><00:11:18.240><c> considered</c><00:11:18.959><c> as</c><00:11:19.720><c> 26.5</c><00:11:20.720><c> degree</c> it will be considered as 26.5 degree it will be considered as 26.5 degree substitute<00:11:23.360><c> the</c><00:11:23.839><c> data</c><00:11:24.800><c> into</c><00:11:25.360><c> the</c><00:11:25.600><c> equation</c> substitute the data into the equation substitute the data into the equation here here here before<00:11:28.800><c> that</c><00:11:29.200><c> we</c><00:11:29.360><c> need</c><00:11:29.600><c> to</c><00:11:30.000><c> determine</c><00:11:30.720><c> the</c> before that we need to determine the before that we need to determine the vector<00:11:31.600><c> v1</c> vector v1 vector v1 it<00:11:34.079><c> is</c><00:11:34.320><c> obtained</c><00:11:34.880><c> from</c><00:11:35.200><c> this</c><00:11:35.440><c> equation</c><00:11:36.320><c> here</c> it is obtained from this equation here it is obtained from this equation here which<00:11:37.120><c> is</c><00:11:37.440><c> equals</c><00:11:38.000><c> to</c><00:11:38.600><c> 0.54</c> which is equals to 0.54 which is equals to 0.54 the<00:11:41.279><c> maximum</c><00:11:42.000><c> share</c><00:11:42.399><c> resistance</c><00:11:43.120><c> of</c><00:11:43.279><c> the</c> the maximum share resistance of the the maximum share resistance of the concrete<00:11:43.920><c> sections</c> concrete sections concrete sections is<00:11:44.720><c> found</c><00:11:45.120><c> to</c><00:11:45.360><c> be</c><00:11:46.519><c> 3.59</c><00:11:47.600><c> newton</c><00:11:48.000><c> per</c><00:11:48.240><c> mm</c><00:11:48.640><c> square</c> is found to be 3.59 newton per mm square is found to be 3.59 newton per mm square it<00:11:50.079><c> is</c><00:11:50.240><c> found</c><00:11:50.560><c> to</c><00:11:50.720><c> be</c><00:11:51.040><c> greater</c><00:11:51.680><c> than</c><00:11:52.160><c> the</c> it is found to be greater than the it is found to be greater than the longitudinal<00:11:53.440><c> shear</c><00:11:53.760><c> stress</c> longitudinal shear stress longitudinal shear stress and<00:11:55.120><c> with</c><00:11:55.360><c> that</c><00:11:55.680><c> we</c><00:11:56.000><c> know</c><00:11:56.320><c> that</c><00:11:56.639><c> the</c><00:11:56.880><c> concrete</c> and with that we know that the concrete and with that we know that the concrete is is is not<00:11:58.720><c> undergoing</c><00:11:59.519><c> crushing</c> not undergoing crushing not undergoing crushing next<00:12:01.600><c> we</c><00:12:01.760><c> will</c><00:12:02.000><c> need</c><00:12:02.240><c> to</c><00:12:02.639><c> determine</c><00:12:03.279><c> the</c> next we will need to determine the next we will need to determine the amount<00:12:04.079><c> or</c><00:12:04.240><c> transverse</c><00:12:04.800><c> reinforcement</c><00:12:05.680><c> bar</c> amount or transverse reinforcement bar amount or transverse reinforcement bar within<00:12:06.560><c> the</c><00:12:06.880><c> flying</c><00:12:07.279><c> section</c> within the flying section within the flying section use<00:12:09.200><c> this</c><00:12:09.519><c> equations</c><00:12:10.720><c> and</c><00:12:11.040><c> the</c><00:12:11.279><c> ratio</c> use this equations and the ratio use this equations and the ratio is<00:12:12.320><c> obtained</c><00:12:12.880><c> as</c><00:12:13.480><c> 0.21</c> is obtained as 0.21 is obtained as 0.21 assuming<00:12:16.560><c> h10</c><00:12:17.360><c> is</c><00:12:17.760><c> provided</c> assuming h10 is provided assuming h10 is provided the<00:12:19.200><c> amount</c><00:12:19.839><c> of</c><00:12:20.079><c> share</c><00:12:20.399><c> reinforcement</c><00:12:21.360><c> area</c> the amount of share reinforcement area the amount of share reinforcement area will<00:12:22.320><c> be</c><00:12:23.040><c> 79</c><00:12:24.639><c> mn</c><00:12:25.040><c> square</c> will be 79 mn square will be 79 mn square per<00:12:26.959><c> transverse</c><00:12:27.519><c> reinforcement</c><00:12:28.480><c> bar</c> per transverse reinforcement bar per transverse reinforcement bar we<00:12:30.240><c> will</c><00:12:30.480><c> then</c><00:12:30.880><c> need</c><00:12:31.120><c> to</c><00:12:31.519><c> determine</c><00:12:32.320><c> the</c> we will then need to determine the we will then need to determine the spacing<00:12:33.360><c> limits</c> spacing limits spacing limits divide<00:12:36.000><c> the</c><00:12:36.399><c> area</c><00:12:36.959><c> of</c><00:12:37.279><c> share</c><00:12:37.519><c> reinforcement</c> divide the area of share reinforcement divide the area of share reinforcement bar bar bar with<00:12:39.200><c> the</c><00:12:39.680><c> factor</c><00:12:40.800><c> of</c><00:12:41.360><c> a</c> with the factor of a with the factor of a sf<00:12:42.880><c> divided</c><00:12:43.440><c> by</c><00:12:43.839><c> fs</c><00:12:44.480><c> which</c><00:12:44.800><c> is</c><00:12:45.040><c> equal</c><00:12:45.440><c> to</c><00:12:45.959><c> 0.21</c> sf divided by fs which is equal to 0.21 sf divided by fs which is equal to 0.21 we<00:12:47.680><c> will</c><00:12:48.000><c> obtain</c><00:12:48.720><c> the</c><00:12:49.519><c> spacing</c><00:12:50.320><c> of</c><00:12:50.639><c> 3</c> we will obtain the spacing of 3 we will obtain the spacing of 3 6<00:12:51.839><c> mm</c><00:12:53.440><c> in</c><00:12:53.600><c> this</c><00:12:53.920><c> case</c><00:12:54.240><c> we</c><00:12:54.399><c> have</c><00:12:54.639><c> decided</c><00:12:55.360><c> to</c> 6 mm in this case we have decided to 6 mm in this case we have decided to have<00:12:56.079><c> the</c><00:12:56.240><c> spacing</c><00:12:57.440><c> as</c><00:12:57.920><c> 300</c><00:12:58.560><c> mm</c> have the spacing as 300 mm have the spacing as 300 mm the<00:13:00.399><c> amount</c><00:13:00.880><c> of</c><00:13:00.959><c> reinforcement</c><00:13:01.760><c> bar</c><00:13:02.160><c> is</c><00:13:02.399><c> found</c> the amount of reinforcement bar is found the amount of reinforcement bar is found to<00:13:02.959><c> be</c> to be to be 262<00:13:04.399><c> mn</c><00:13:04.800><c> square</c><00:13:05.360><c> per</c> 262 mn square per 262 mn square per meter<00:13:07.040><c> width</c><00:13:08.720><c> this</c><00:13:09.040><c> is</c><00:13:09.360><c> later</c><00:13:09.920><c> to</c><00:13:10.079><c> be</c> meter width this is later to be meter width this is later to be checked<00:13:10.880><c> against</c><00:13:11.519><c> the</c><00:13:12.320><c> minimum</c><00:13:13.279><c> area</c><00:13:13.760><c> of</c> checked against the minimum area of checked against the minimum area of reinforcement<00:13:14.720><c> bar</c> reinforcement bar reinforcement bar which<00:13:15.680><c> is</c><00:13:15.920><c> found</c><00:13:16.240><c> to</c><00:13:16.399><c> be</c><00:13:16.720><c> 149</c><00:13:17.760><c> mm</c><00:13:18.240><c> square</c> which is found to be 149 mm square which is found to be 149 mm square per<00:13:19.040><c> meter</c><00:13:19.519><c> width</c><00:13:21.120><c> the</c><00:13:21.440><c> provided</c> per meter width the provided per meter width the provided reinforcement<00:13:22.959><c> bar</c> reinforcement bar reinforcement bar area<00:13:23.920><c> is</c><00:13:24.160><c> more</c><00:13:24.560><c> than</c><00:13:24.800><c> the</c><00:13:24.959><c> s</c><00:13:25.440><c> mean</c><00:13:26.160><c> we</c><00:13:26.320><c> will</c> area is more than the s mean we will area is more than the s mean we will know<00:13:26.880><c> that</c><00:13:27.120><c> the</c><00:13:27.360><c> amount</c><00:13:27.839><c> of</c><00:13:28.000><c> provided</c> know that the amount of provided know that the amount of provided reinforcement<00:13:29.360><c> bar</c> reinforcement bar reinforcement bar is<00:13:30.000><c> satisfactory</c> after<00:13:33.680><c> designing</c><00:13:34.399><c> for</c><00:13:34.639><c> the</c><00:13:34.880><c> vertical</c><00:13:35.680><c> shape</c> after designing for the vertical shape after designing for the vertical shape reinforcement reinforcement reinforcement and<00:13:37.440><c> the</c><00:13:38.000><c> shape</c><00:13:38.560><c> resistance</c><00:13:39.440><c> for</c><00:13:39.839><c> the</c> and the shape resistance for the and the shape resistance for the transverse<00:13:40.800><c> reinforcement</c> transverse reinforcement transverse reinforcement there<00:13:42.720><c> is</c><00:13:43.040><c> one</c><00:13:43.360><c> additional</c><00:13:44.000><c> steps</c><00:13:44.480><c> that</c><00:13:44.720><c> we</c> there is one additional steps that we there is one additional steps that we need<00:13:45.199><c> to</c> need to need to calculate<00:13:46.880><c> which</c><00:13:47.199><c> is</c><00:13:47.680><c> for</c><00:13:48.000><c> the</c><00:13:48.240><c> additional</c> calculate which is for the additional calculate which is for the additional reinforcement reinforcement reinforcement for<00:13:50.560><c> the</c><00:13:50.880><c> longitudinal</c><00:13:51.920><c> bar</c> for the longitudinal bar for the longitudinal bar there<00:13:54.000><c> will</c><00:13:54.240><c> be</c><00:13:54.639><c> an</c><00:13:54.880><c> additional</c><00:13:55.519><c> longitudinal</c> there will be an additional longitudinal there will be an additional longitudinal force<00:13:56.959><c> acting</c><00:13:57.360><c> within</c><00:13:57.760><c> the</c><00:13:58.000><c> member</c> force acting within the member force acting within the member due<00:13:59.360><c> to</c><00:13:59.600><c> the</c><00:13:59.839><c> vertical</c><00:14:00.839><c> share</c> due to the vertical share due to the vertical share the<00:14:02.880><c> data</c><00:14:03.519><c> ftd</c><00:14:04.560><c> is</c><00:14:04.720><c> calculated</c><00:14:05.600><c> based</c><00:14:05.920><c> on</c><00:14:06.160><c> this</c> the data ftd is calculated based on this the data ftd is calculated based on this equation equation equation and<00:14:08.560><c> the</c><00:14:08.800><c> angle</c><00:14:09.440><c> here</c><00:14:10.000><c> is</c><00:14:10.399><c> referring</c><00:14:11.120><c> to</c> and the angle here is referring to and the angle here is referring to the<00:14:11.920><c> angle</c><00:14:12.480><c> of</c><00:14:12.639><c> the</c><00:14:12.880><c> vertical</c><00:14:13.519><c> shear</c> the angle of the vertical shear the angle of the vertical shear which<00:14:15.440><c> is</c><00:14:15.760><c> equals</c><00:14:16.320><c> to</c><00:14:17.160><c> 24.5</c><00:14:18.240><c> degree</c> which is equals to 24.5 degree which is equals to 24.5 degree it<00:14:19.839><c> is</c><00:14:20.160><c> noted</c><00:14:20.720><c> that</c><00:14:21.120><c> the</c><00:14:21.360><c> angle</c><00:14:21.920><c> here</c><00:14:22.480><c> is</c><00:14:22.720><c> not</c> it is noted that the angle here is not it is noted that the angle here is not referring<00:14:23.680><c> to</c> referring to referring to the<00:14:24.639><c> shear</c><00:14:25.040><c> angle</c><00:14:25.600><c> for</c><00:14:25.839><c> the</c><00:14:26.000><c> flying</c><00:14:26.399><c> section</c> the shear angle for the flying section the shear angle for the flying section with<00:14:27.920><c> that</c><00:14:28.480><c> we</c><00:14:28.639><c> will</c><00:14:28.880><c> know</c><00:14:29.279><c> the</c><00:14:30.079><c> additional</c> with that we will know the additional with that we will know the additional longitudinal<00:14:31.760><c> force</c><00:14:32.240><c> due</c><00:14:32.560><c> to</c><00:14:32.720><c> the</c><00:14:32.880><c> vertical</c> longitudinal force due to the vertical longitudinal force due to the vertical shear<00:14:34.079><c> is</c><00:14:36.440><c> 444.3</c><00:14:37.519><c> kilo</c><00:14:37.839><c> newton</c> shear is 444.3 kilo newton shear is 444.3 kilo newton we<00:14:39.920><c> use</c><00:14:40.240><c> this</c><00:14:40.600><c> equations</c><00:14:41.760><c> to</c><00:14:42.399><c> determine</c><00:14:43.120><c> the</c> we use this equations to determine the we use this equations to determine the amount amount amount of<00:14:44.240><c> reinforcement</c><00:14:45.040><c> bar</c><00:14:45.360><c> to</c><00:14:45.519><c> resist</c><00:14:46.240><c> this</c> of reinforcement bar to resist this of reinforcement bar to resist this additional<00:14:47.519><c> longitudinal</c> additional longitudinal additional longitudinal force<00:14:50.560><c> it</c><00:14:50.800><c> is</c><00:14:51.040><c> found</c><00:14:51.360><c> to</c><00:14:51.600><c> be</c> force it is found to be force it is found to be equals<00:14:52.560><c> to</c><00:14:52.959><c> 1</c><00:14:53.279><c> 0</c><00:14:53.760><c> to</c><00:14:54.079><c> 1</c><00:14:54.480><c> mn</c><00:14:54.880><c> square</c> equals to 1 0 to 1 mn square equals to 1 0 to 1 mn square in<00:14:56.240><c> this</c><00:14:56.560><c> case</c><00:14:56.959><c> we</c><00:14:57.120><c> will</c><00:14:57.360><c> need</c><00:14:57.600><c> to</c><00:14:58.000><c> provide</c> in this case we will need to provide in this case we will need to provide 3h25 3h25 3h25 with<00:15:00.800><c> the</c><00:15:01.120><c> as</c><00:15:01.600><c> provided</c><00:15:02.800><c> equals</c><00:15:03.279><c> to</c><00:15:04.440><c> 1473mn</c> with the as provided equals to 1473mn with the as provided equals to 1473mn square square square in<00:15:06.480><c> order</c><00:15:06.959><c> to</c><00:15:07.279><c> resist</c><00:15:07.920><c> the</c><00:15:08.399><c> additional</c> in order to resist the additional in order to resist the additional tension tension tension force<00:15:11.839><c> from</c><00:15:12.240><c> the</c><00:15:12.800><c> example</c> force from the example force from the example here<00:15:14.480><c> the</c><00:15:14.720><c> original</c><00:15:15.519><c> provider</c><00:15:16.519><c> 3h20</c> here the original provider 3h20 here the original provider 3h20 it<00:15:18.079><c> will</c><00:15:18.320><c> be</c><00:15:18.680><c> insufficient</c> it will be insufficient it will be insufficient we<00:15:21.279><c> will</c><00:15:21.519><c> need</c><00:15:21.839><c> to</c><00:15:22.399><c> increase</c><00:15:22.880><c> the</c><00:15:23.199><c> amount</c><00:15:23.600><c> of</c> we will need to increase the amount of we will need to increase the amount of reinforcement<00:15:24.560><c> bar</c><00:15:24.880><c> to</c> reinforcement bar to reinforcement bar to 3h20<00:15:28.079><c> and</c> 3h20 and 3h20 and no<00:15:28.720><c> curtailment</c><00:15:29.600><c> of</c><00:15:29.839><c> reinforcement</c><00:15:30.720><c> bar</c><00:15:31.120><c> is</c> no curtailment of reinforcement bar is no curtailment of reinforcement bar is recommended recommended recommended within<00:15:33.120><c> the</c><00:15:33.519><c> section</c><00:15:34.800><c> through</c><00:15:35.120><c> this</c> within the section through this within the section through this we<00:15:36.160><c> will</c><00:15:36.399><c> ensure</c><00:15:37.040><c> the</c><00:15:37.600><c> amount</c><00:15:38.160><c> of</c><00:15:38.560><c> area</c> we will ensure the amount of area we will ensure the amount of area provided provided provided be<00:15:40.399><c> greater</c><00:15:41.120><c> than</c><00:15:41.600><c> the</c><00:15:42.079><c> amount</c><00:15:42.639><c> area</c> be greater than the amount area be greater than the amount area required<00:15:44.639><c> to</c><00:15:44.959><c> resist</c><00:15:45.519><c> the</c><00:15:45.959><c> longitudinal</c> required to resist the longitudinal required to resist the longitudinal force force force due<00:15:48.000><c> to</c><00:15:48.240><c> the</c><00:15:48.399><c> shear</c><00:15:48.639><c> load</c><00:15:50.480><c> with</c><00:15:50.800><c> that</c> due to the shear load with that due to the shear load with that the<00:15:51.920><c> flame</c><00:15:52.320><c> beam</c><00:15:52.720><c> will</c><00:15:53.040><c> consider</c> the flame beam will consider the flame beam will consider satisfactory satisfactory satisfactory when<00:15:55.680><c> the</c><00:15:56.079><c> additional</c><00:15:57.360><c> tension</c> when the additional tension when the additional tension reinforcement reinforcement reinforcement is<00:15:59.680><c> adequate</c><00:16:00.800><c> the</c><00:16:01.040><c> shade</c><00:16:01.600><c> link</c><00:16:02.079><c> provided</c><00:16:02.800><c> to</c> is adequate the shade link provided to is adequate the shade link provided to resist<00:16:03.600><c> the</c><00:16:04.000><c> shell</c> resist the shell resist the shell load<00:16:05.759><c> is</c><00:16:06.480><c> adequate</c><00:16:07.519><c> and</c><00:16:07.920><c> also</c><00:16:08.320><c> the</c> load is adequate and also the load is adequate and also the transverse<00:16:09.519><c> reinforcement</c><00:16:10.399><c> to</c><00:16:10.639><c> receive</c><00:16:11.199><c> the</c> transverse reinforcement to receive the transverse reinforcement to receive the share<00:16:11.759><c> within</c><00:16:12.160><c> the</c><00:16:12.399><c> flank</c><00:16:12.800><c> sections</c><00:16:13.360><c> is</c> share within the flank sections is share within the flank sections is adequate
72	FqVN_0lI8UE	5.12 Anchorage bond	https://www.youtube.com/watch?v=FqVN_0lI8UE	5.12_Anchorage_bond.en.vtt	encourage<00:00:00.799><c> bond</c><00:00:01.760><c> the</c><00:00:02.000><c> bond</c><00:00:02.399><c> here</c><00:00:02.879><c> is</c> encourage bond the bond here is encourage bond the bond here is referring<00:00:03.840><c> to</c> referring to referring to a<00:00:04.480><c> mechanism</c><00:00:05.680><c> where</c><00:00:06.080><c> the</c><00:00:06.319><c> force</c><00:00:06.720><c> can</c><00:00:06.960><c> be</c> a mechanism where the force can be a mechanism where the force can be transferred transferred transferred between<00:00:08.720><c> the</c><00:00:08.960><c> concrete</c><00:00:09.679><c> and</c><00:00:10.000><c> reinforcement</c> between the concrete and reinforcement between the concrete and reinforcement bar bar bar effectively<00:00:13.360><c> the</c><00:00:13.519><c> steel</c><00:00:14.000><c> bar</c> effectively the steel bar effectively the steel bar embedded<00:00:15.040><c> in</c><00:00:15.280><c> concrete</c><00:00:16.080><c> subjected</c><00:00:16.800><c> to</c><00:00:17.279><c> direct</c> embedded in concrete subjected to direct embedded in concrete subjected to direct tensile<00:00:18.400><c> force</c> tensile force tensile force must<00:00:19.600><c> be</c><00:00:19.920><c> firmly</c><00:00:20.480><c> encouraged</c><00:00:21.520><c> so</c><00:00:21.760><c> that</c><00:00:22.080><c> it</c> must be firmly encouraged so that it must be firmly encouraged so that it is<00:00:22.800><c> not</c><00:00:23.119><c> being</c><00:00:23.519><c> pulled</c><00:00:23.840><c> out</c><00:00:24.000><c> of</c><00:00:24.240><c> the</c><00:00:24.400><c> concrete</c> is not being pulled out of the concrete is not being pulled out of the concrete the<00:00:26.560><c> bar</c><00:00:26.880><c> subjected</c><00:00:27.599><c> to</c><00:00:27.920><c> the</c><00:00:28.240><c> force</c><00:00:28.720><c> which</c><00:00:29.039><c> is</c> the bar subjected to the force which is the bar subjected to the force which is induced<00:00:30.080><c> by</c><00:00:30.400><c> the</c><00:00:30.640><c> flexural</c><00:00:31.359><c> load</c><00:00:32.079><c> must</c><00:00:32.480><c> be</c> induced by the flexural load must be induced by the flexural load must be similarly<00:00:33.600><c> encouraged</c><00:00:34.640><c> in</c><00:00:34.800><c> order</c><00:00:35.360><c> to</c> similarly encouraged in order to similarly encouraged in order to develop<00:00:36.559><c> their</c><00:00:36.960><c> design</c><00:00:37.440><c> stress</c><00:00:38.000><c> within</c><00:00:38.640><c> the</c> develop their design stress within the develop their design stress within the steel<00:00:39.440><c> bar</c> steel bar steel bar the<00:00:41.680><c> encourage</c><00:00:42.640><c> is</c><00:00:43.120><c> dependence</c><00:00:44.079><c> on</c><00:00:44.399><c> the</c><00:00:44.719><c> bond</c> the encourage is dependence on the bond the encourage is dependence on the bond between<00:00:45.600><c> the</c><00:00:45.760><c> bar</c><00:00:46.160><c> and</c><00:00:46.320><c> the</c><00:00:46.480><c> concrete</c> between the bar and the concrete between the bar and the concrete which<00:00:48.000><c> is</c><00:00:48.559><c> normally</c><00:00:49.440><c> affected</c><00:00:50.160><c> by</c> which is normally affected by which is normally affected by the<00:00:51.520><c> area</c><00:00:52.000><c> of</c><00:00:52.239><c> contact</c><00:00:52.719><c> surface</c><00:00:53.280><c> area</c> the area of contact surface area the area of contact surface area between<00:00:54.719><c> the</c><00:00:55.120><c> concrete</c><00:00:55.680><c> and</c><00:00:55.760><c> the</c><00:00:55.920><c> steel</c> between the concrete and the steel between the concrete and the steel as<00:00:57.440><c> well</c><00:00:57.920><c> as</c><00:00:58.399><c> the</c><00:00:58.719><c> locations</c><00:00:59.520><c> of</c><00:00:59.680><c> the</c><00:00:59.840><c> steel</c> as well as the locations of the steel as well as the locations of the steel bar bar bar whether<00:01:01.359><c> it</c><00:01:01.600><c> is</c><00:01:02.000><c> in</c><00:01:02.239><c> the</c><00:01:02.480><c> good</c><00:01:02.879><c> or</c><00:01:03.280><c> poor</c> whether it is in the good or poor whether it is in the good or poor bond<00:01:04.239><c> conditions</c><00:01:06.080><c> let</c><00:01:06.400><c> us</c><00:01:06.720><c> look</c><00:01:07.040><c> into</c><00:01:07.520><c> the</c> bond conditions let us look into the bond conditions let us look into the fundamental<00:01:08.720><c> principle</c> fundamental principle fundamental principle in<00:01:10.240><c> order</c><00:01:10.720><c> to</c><00:01:11.200><c> determine</c><00:01:12.000><c> the</c><00:01:12.400><c> required</c> in order to determine the required in order to determine the required encouraged<00:01:13.760><c> land</c> encouraged land encouraged land within<00:01:14.960><c> the</c><00:01:15.439><c> concrete</c><00:01:16.960><c> to</c><00:01:17.200><c> do</c> within the concrete to do within the concrete to do so<00:01:18.240><c> we</c><00:01:18.400><c> need</c><00:01:18.640><c> to</c><00:01:19.040><c> adopt</c><00:01:19.600><c> the</c><00:01:20.000><c> principle</c><00:01:20.720><c> of</c> so we need to adopt the principle of so we need to adopt the principle of static<00:01:21.439><c> equilibrium</c> static equilibrium static equilibrium to<00:01:23.119><c> determine</c><00:01:23.840><c> the</c><00:01:24.320><c> required</c><00:01:24.960><c> encourage</c> to determine the required encourage to determine the required encourage length length length it<00:01:26.960><c> is</c><00:01:27.200><c> assumed</c><00:01:27.759><c> that</c><00:01:28.159><c> the</c><00:01:28.400><c> encourage</c><00:01:29.200><c> force</c> it is assumed that the encourage force it is assumed that the encourage force will<00:01:29.920><c> be</c> will be will be equals<00:01:30.960><c> to</c><00:01:31.280><c> the</c><00:01:31.600><c> tensile</c><00:01:32.240><c> polar</c><00:01:32.640><c> force</c><00:01:33.200><c> of</c><00:01:33.360><c> the</c> equals to the tensile polar force of the equals to the tensile polar force of the steel<00:01:34.079><c> bar</c> steel bar steel bar the<00:01:35.840><c> encourage</c><00:01:36.560><c> force</c><00:01:36.960><c> acting</c><00:01:37.520><c> on</c><00:01:37.759><c> this</c><00:01:38.000><c> tube</c> the encourage force acting on this tube the encourage force acting on this tube bar bar bar is<00:01:39.040><c> determined</c><00:01:39.759><c> by</c><00:01:40.320><c> the</c><00:01:40.799><c> contact</c><00:01:41.439><c> surface</c> is determined by the contact surface is determined by the contact surface area<00:01:42.640><c> of</c><00:01:42.799><c> the</c><00:01:42.960><c> steel</c><00:01:43.360><c> bar</c><00:01:44.000><c> multiplied</c><00:01:44.880><c> with</c> area of the steel bar multiplied with area of the steel bar multiplied with the<00:01:45.280><c> bone</c><00:01:45.600><c> stress</c><00:01:46.079><c> of</c><00:01:46.159><c> the</c><00:01:46.320><c> steel</c><00:01:46.640><c> bar</c> the bone stress of the steel bar the bone stress of the steel bar the<00:01:48.960><c> context</c><00:01:49.439><c> surface</c><00:01:50.000><c> area</c><00:01:50.640><c> is</c><00:01:50.880><c> calculated</c> the context surface area is calculated the context surface area is calculated by by by multiplying<00:01:52.960><c> the</c><00:01:53.200><c> perimeter</c><00:01:54.000><c> of</c><00:01:54.159><c> the</c><00:01:54.320><c> steel</c> multiplying the perimeter of the steel multiplying the perimeter of the steel bar bar bar with<00:01:55.680><c> the</c><00:01:55.920><c> anchorage</c><00:01:56.640><c> length</c><00:01:56.960><c> of</c><00:01:57.040><c> the</c><00:01:57.200><c> steel</c> with the anchorage length of the steel with the anchorage length of the steel bar bar bar assuming<00:01:59.759><c> the</c><00:01:59.920><c> steel</c><00:02:00.320><c> bar</c><00:02:00.799><c> is</c><00:02:01.439><c> circular</c> assuming the steel bar is circular assuming the steel bar is circular in<00:02:02.399><c> terms</c><00:02:02.799><c> of</c><00:02:02.880><c> the</c><00:02:03.040><c> cross-sectional</c><00:02:04.000><c> area</c> in terms of the cross-sectional area in terms of the cross-sectional area this this this equation<00:02:06.240><c> is</c><00:02:06.840><c> applied</c> equation is applied equation is applied the<00:02:09.039><c> bone</c><00:02:09.360><c> stress</c><00:02:10.000><c> will</c><00:02:10.479><c> need</c><00:02:10.720><c> to</c><00:02:10.959><c> be</c> the bone stress will need to be the bone stress will need to be determined<00:02:12.000><c> from</c><00:02:12.319><c> euro</c><00:02:12.800><c> code</c> determined from euro code determined from euro code which<00:02:13.920><c> is</c><00:02:14.160><c> going</c><00:02:14.480><c> to</c><00:02:14.720><c> be</c><00:02:15.040><c> discussed</c><00:02:15.680><c> in</c><00:02:15.920><c> the</c> which is going to be discussed in the which is going to be discussed in the following<00:02:16.640><c> videos</c> following videos following videos for<00:02:19.360><c> simplicity</c><00:02:20.480><c> in</c><00:02:20.640><c> terms</c><00:02:21.120><c> of</c><00:02:21.280><c> the</c> for simplicity in terms of the for simplicity in terms of the comprehensions comprehensions comprehensions we<00:02:23.680><c> shall</c><00:02:24.080><c> skip</c><00:02:24.640><c> the</c><00:02:25.440><c> details</c> we shall skip the details we shall skip the details to<00:02:26.800><c> determine</c><00:02:27.520><c> the</c><00:02:27.760><c> bone</c><00:02:28.080><c> stress</c><00:02:28.560><c> for</c><00:02:28.720><c> the</c> to determine the bone stress for the to determine the bone stress for the time<00:02:29.200><c> being</c> time being time being next<00:02:31.120><c> we</c><00:02:31.360><c> determine</c><00:02:32.000><c> the</c><00:02:32.400><c> tensile</c><00:02:32.959><c> polar</c> next we determine the tensile polar next we determine the tensile polar force<00:02:33.760><c> of</c><00:02:33.920><c> the</c><00:02:34.080><c> steel</c><00:02:34.400><c> bar</c> force of the steel bar force of the steel bar it<00:02:35.840><c> is</c><00:02:36.160><c> considered</c><00:02:37.040><c> equivalent</c><00:02:37.920><c> to</c><00:02:38.400><c> the</c> it is considered equivalent to the it is considered equivalent to the capacity capacity capacity of<00:02:39.840><c> the</c><00:02:40.000><c> steel</c><00:02:40.400><c> bar</c><00:02:41.680><c> which</c><00:02:42.000><c> is</c><00:02:42.319><c> calculated</c><00:02:43.200><c> by</c> of the steel bar which is calculated by of the steel bar which is calculated by multiplying<00:02:44.720><c> the</c><00:02:45.120><c> effective</c> multiplying the effective multiplying the effective cross-sectional<00:02:46.720><c> area</c><00:02:47.040><c> of</c><00:02:47.120><c> the</c><00:02:47.280><c> steel</c><00:02:47.599><c> bar</c> cross-sectional area of the steel bar cross-sectional area of the steel bar and<00:02:48.959><c> design</c><00:02:49.519><c> tensile</c><00:02:50.000><c> stress</c><00:02:50.480><c> of</c><00:02:50.560><c> the</c><00:02:50.640><c> steel</c> and design tensile stress of the steel and design tensile stress of the steel bar bar bar the<00:02:52.319><c> cross-sections</c><00:02:53.519><c> area</c><00:02:54.000><c> of</c><00:02:54.160><c> the</c><00:02:54.319><c> steel</c><00:02:54.720><c> bar</c> the cross-sections area of the steel bar the cross-sections area of the steel bar which<00:02:55.680><c> is</c><00:02:55.840><c> circular</c><00:02:56.640><c> is</c><00:02:56.959><c> given</c><00:02:57.519><c> in</c><00:02:57.840><c> this</c> which is circular is given in this which is circular is given in this equation equation equation and<00:02:59.760><c> the</c><00:03:00.000><c> design</c><00:03:00.560><c> tensile</c><00:03:01.120><c> stress</c><00:03:01.519><c> of</c><00:03:01.599><c> the</c> and the design tensile stress of the and the design tensile stress of the still<00:03:02.159><c> bar</c> still bar still bar is<00:03:02.959><c> calculated</c><00:03:03.760><c> by</c><00:03:04.239><c> dividing</c><00:03:05.040><c> the</c> is calculated by dividing the is calculated by dividing the characteristic characteristic characteristic u<00:03:06.959><c> strength</c><00:03:07.760><c> divided</c><00:03:08.319><c> by</c><00:03:08.800><c> partial</c><00:03:09.360><c> factor</c><00:03:09.840><c> of</c> u strength divided by partial factor of u strength divided by partial factor of safety safety safety of<00:03:10.800><c> the</c><00:03:10.959><c> steel</c><00:03:11.680><c> which</c><00:03:12.000><c> is</c><00:03:12.319><c> equals</c><00:03:12.879><c> to</c><00:03:13.560><c> 1.15</c> of the steel which is equals to 1.15 of the steel which is equals to 1.15 we<00:03:16.000><c> organize</c><00:03:16.720><c> the</c><00:03:16.879><c> equation</c><00:03:17.680><c> here</c><00:03:18.319><c> you</c><00:03:18.480><c> will</c> we organize the equation here you will we organize the equation here you will obtain obtain obtain the<00:03:19.760><c> basic</c><00:03:20.239><c> equations</c><00:03:21.200><c> for</c><00:03:21.519><c> the</c><00:03:21.840><c> encouraged</c> the basic equations for the encouraged the basic equations for the encouraged length length length as<00:03:23.440><c> given</c><00:03:23.959><c> here</c>
73	9DtOz9eEB84	5.13 Design of anchorage length	https://www.youtube.com/watch?v=9DtOz9eEB84	5.13_Design_of_anchorage_length.en.vtt	design<00:00:00.560><c> of</c><00:00:01.040><c> encourage</c><00:00:01.680><c> length</c><00:00:02.800><c> the</c><00:00:02.960><c> design</c> design of encourage length the design design of encourage length the design encourage<00:00:04.160><c> length</c><00:00:04.640><c> for</c><00:00:04.880><c> a</c><00:00:05.279><c> reinforcing</c><00:00:06.080><c> steel</c> encourage length for a reinforcing steel encourage length for a reinforcing steel to<00:00:06.960><c> be</c> to be to be embedded<00:00:08.000><c> in</c><00:00:08.320><c> concrete</c><00:00:08.960><c> is</c><00:00:09.360><c> given</c><00:00:09.840><c> in</c><00:00:10.160><c> this</c> embedded in concrete is given in this embedded in concrete is given in this equations equations equations as<00:00:12.480><c> given</c><00:00:12.960><c> in</c><00:00:13.360><c> clause</c><00:00:14.360><c> 8.4.4</c> as given in clause 8.4.4 as given in clause 8.4.4 in<00:00:15.759><c> euro</c><00:00:16.160><c> code</c><00:00:16.480><c> 2.</c><00:00:17.920><c> the</c><00:00:18.160><c> equations</c> in euro code 2. the equations in euro code 2. the equations is<00:00:19.760><c> based</c><00:00:20.240><c> on</c><00:00:20.480><c> the</c><00:00:20.800><c> basic</c><00:00:21.359><c> encourage</c><00:00:22.000><c> length</c> is based on the basic encourage length is based on the basic encourage length which<00:00:22.960><c> is</c><00:00:23.199><c> given</c><00:00:23.760><c> in</c><00:00:24.080><c> clause</c><00:00:25.080><c> 8.4.3</c> which is given in clause 8.4.3 which is given in clause 8.4.3 on<00:00:27.519><c> basis</c><00:00:28.160><c> of</c><00:00:28.320><c> the</c><00:00:28.560><c> basic</c><00:00:29.039><c> encouraged</c><00:00:29.679><c> length</c> on basis of the basic encouraged length on basis of the basic encouraged length here here here there<00:00:31.359><c> are</c><00:00:31.760><c> factors</c><00:00:32.480><c> that</c><00:00:33.440><c> affecting</c><00:00:34.239><c> the</c> there are factors that affecting the there are factors that affecting the required<00:00:35.600><c> encourage</c><00:00:36.239><c> length</c><00:00:36.559><c> of</c><00:00:36.719><c> the</c><00:00:36.880><c> sd</c><00:00:37.280><c> bar</c> required encourage length of the sd bar required encourage length of the sd bar this<00:00:38.640><c> is</c><00:00:38.960><c> represented</c><00:00:39.920><c> by</c><00:00:40.320><c> the</c><00:00:40.640><c> coefficients</c> this is represented by the coefficients this is represented by the coefficients alpha<00:00:42.160><c> 1</c><00:00:42.559><c> to</c><00:00:42.879><c> alpha</c><00:00:43.440><c> 5</c> alpha 1 to alpha 5 alpha 1 to alpha 5 the<00:00:45.120><c> ratio</c><00:00:45.760><c> between</c><00:00:46.320><c> the</c><00:00:46.559><c> amount</c><00:00:47.120><c> of</c> the ratio between the amount of the ratio between the amount of reinforcement<00:00:48.079><c> bar</c><00:00:48.399><c> required</c><00:00:49.120><c> per</c> reinforcement bar required per reinforcement bar required per the<00:00:49.840><c> amount</c><00:00:50.320><c> of</c><00:00:50.480><c> reinforcement</c><00:00:51.199><c> bar</c><00:00:51.520><c> provided</c> the amount of reinforcement bar provided the amount of reinforcement bar provided and<00:00:53.840><c> comparison</c><00:00:54.800><c> with</c><00:00:55.039><c> the</c><00:00:55.440><c> minimum</c> and comparison with the minimum and comparison with the minimum encourage<00:00:56.800><c> length</c><00:00:57.199><c> required</c><00:00:57.920><c> for</c><00:00:58.239><c> the</c> encourage length required for the encourage length required for the specific<00:00:59.280><c> reinforcement</c><00:01:00.079><c> bar</c> specific reinforcement bar specific reinforcement bar the<00:01:01.440><c> minimum</c><00:01:02.160><c> encourage</c><00:01:02.879><c> length</c><00:01:03.280><c> here</c><00:01:04.080><c> is</c> the minimum encourage length here is the minimum encourage length here is governed<00:01:04.960><c> by</c> governed by governed by different<00:01:06.000><c> types</c><00:01:06.560><c> of</c><00:01:06.880><c> the</c><00:01:07.760><c> encourage</c> different types of the encourage different types of the encourage whether<00:01:09.840><c> it</c><00:01:10.000><c> is</c><00:01:10.400><c> under</c><00:01:10.880><c> tensions</c><00:01:11.600><c> or</c><00:01:12.000><c> under</c> whether it is under tensions or under whether it is under tensions or under compressions compressions compressions the<00:01:15.119><c> minimum</c><00:01:15.840><c> encouragement</c><00:01:16.880><c> here</c><00:01:17.520><c> it</c><00:01:17.680><c> will</c> the minimum encouragement here it will the minimum encouragement here it will be be be the<00:01:18.960><c> maximum</c><00:01:19.920><c> value</c><00:01:20.640><c> of</c><00:01:20.960><c> the</c><00:01:21.200><c> three</c> the maximum value of the three the maximum value of the three components components components as<00:01:23.040><c> outlined</c><00:01:23.680><c> here</c><00:01:24.799><c> it</c><00:01:25.040><c> need</c><00:01:25.200><c> to</c><00:01:25.439><c> be</c><00:01:25.840><c> at</c><00:01:26.080><c> least</c> as outlined here it need to be at least as outlined here it need to be at least greater<00:01:27.040><c> than</c><00:01:27.439><c> times</c><00:01:27.920><c> times</c><00:01:28.320><c> the</c><00:01:28.560><c> diameter</c><00:01:29.200><c> of</c> greater than times times the diameter of greater than times times the diameter of the<00:01:29.520><c> steel</c><00:01:29.920><c> bar</c> the steel bar the steel bar and<00:01:31.200><c> also</c><00:01:31.680><c> at</c><00:01:31.840><c> least</c><00:01:32.079><c> 100</c><00:01:32.640><c> mm</c> and also at least 100 mm and also at least 100 mm in<00:01:34.079><c> terms</c><00:01:34.479><c> of</c><00:01:34.640><c> the</c><00:01:34.960><c> basic</c><00:01:35.520><c> encourage</c><00:01:36.159><c> length</c> in terms of the basic encourage length in terms of the basic encourage length a<00:01:37.360><c> minimum</c><00:01:38.079><c> of</c><00:01:38.320><c> 30</c><00:01:39.360><c> and</c><00:01:39.680><c> 60</c> a minimum of 30 and 60 a minimum of 30 and 60 is<00:01:41.040><c> required</c><00:01:42.000><c> for</c><00:01:42.479><c> the</c><00:01:42.960><c> tensions</c><00:01:43.759><c> and</c> is required for the tensions and is required for the tensions and compressions compressions compressions encouraged<00:01:46.159><c> respectively</c> encouraged respectively encouraged respectively the<00:01:48.799><c> design</c><00:01:49.439><c> encouraged</c><00:01:50.079><c> length</c><00:01:50.479><c> here</c><00:01:51.119><c> need</c> the design encouraged length here need the design encouraged length here need to<00:01:51.600><c> be</c> to be to be greater<00:01:52.560><c> than</c><00:01:52.960><c> the</c><00:01:53.119><c> minimum</c><00:01:53.759><c> encourage</c> greater than the minimum encourage greater than the minimum encourage length length length the<00:01:56.240><c> basic</c><00:01:56.719><c> encouragement</c><00:01:57.759><c> here</c><00:01:58.479><c> is</c> the basic encouragement here is the basic encouragement here is obtain<00:01:59.680><c> based</c><00:02:00.079><c> on</c><00:02:00.320><c> the</c><00:02:00.560><c> equations</c><00:02:01.600><c> here</c> obtain based on the equations here obtain based on the equations here this<00:02:03.920><c> equation</c><00:02:05.040><c> is</c><00:02:05.439><c> in</c><00:02:05.680><c> fact</c> this equation is in fact this equation is in fact the<00:02:07.200><c> same</c><00:02:07.680><c> equations</c><00:02:08.800><c> that</c><00:02:09.039><c> we</c><00:02:09.280><c> derived</c> the same equations that we derived the same equations that we derived in<00:02:10.160><c> the</c><00:02:10.399><c> previous</c><00:02:11.200><c> videos</c><00:02:12.959><c> the</c><00:02:13.200><c> equation</c> in the previous videos the equation in the previous videos the equation here<00:02:14.720><c> expressed</c><00:02:15.440><c> the</c><00:02:15.680><c> basic</c><00:02:16.160><c> encouraged</c> here expressed the basic encouraged here expressed the basic encouraged length length length in<00:02:17.680><c> the</c><00:02:17.920><c> form</c><00:02:18.480><c> of</c><00:02:18.640><c> the</c><00:02:18.879><c> design</c><00:02:19.520><c> bar</c><00:02:19.840><c> stress</c> in the form of the design bar stress in the form of the design bar stress which<00:02:21.200><c> is</c><00:02:21.599><c> the</c><00:02:22.000><c> characteristic</c><00:02:23.040><c> u</c><00:02:23.360><c> strength</c> which is the characteristic u strength which is the characteristic u strength of<00:02:23.840><c> the</c><00:02:24.000><c> steel</c><00:02:24.400><c> bar</c> of the steel bar of the steel bar divided<00:02:25.440><c> by</c><00:02:25.840><c> partial</c><00:02:26.319><c> factor</c><00:02:26.879><c> of</c><00:02:27.120><c> safety</c> divided by partial factor of safety divided by partial factor of safety the<00:02:29.040><c> partial</c><00:02:29.599><c> factor</c><00:02:30.080><c> of</c><00:02:30.319><c> safety</c><00:02:30.879><c> for</c><00:02:31.040><c> the</c> the partial factor of safety for the the partial factor of safety for the steel steel steel is<00:02:32.080><c> equals</c><00:02:32.560><c> to</c><00:02:33.000><c> 1.15</c> is equals to 1.15 is equals to 1.15 combining<00:02:35.680><c> these</c><00:02:36.080><c> equations</c><00:02:37.040><c> into</c><00:02:37.519><c> the</c> combining these equations into the combining these equations into the equations equations equations the<00:02:39.760><c> equations</c><00:02:40.640><c> will</c><00:02:40.879><c> be</c><00:02:41.200><c> exactly</c><00:02:41.920><c> same</c><00:02:42.400><c> as</c> the equations will be exactly same as the equations will be exactly same as this<00:02:44.879><c> the</c><00:02:45.239><c> derivations</c><00:02:46.319><c> of</c><00:02:46.560><c> these</c><00:02:46.879><c> equations</c> this the derivations of these equations this the derivations of these equations has<00:02:48.400><c> been</c><00:02:48.640><c> discussed</c><00:02:49.440><c> in</c><00:02:49.599><c> the</c><00:02:49.920><c> previous</c><00:02:50.480><c> video</c> has been discussed in the previous video has been discussed in the previous video within<00:02:52.640><c> the</c><00:02:52.959><c> equations</c><00:02:53.840><c> for</c><00:02:54.000><c> the</c><00:02:54.239><c> basic</c> within the equations for the basic within the equations for the basic encouragement<00:02:55.840><c> here</c> encouragement here encouragement here there<00:02:57.120><c> is</c><00:02:57.440><c> an</c><00:02:57.760><c> ultimate</c><00:02:58.319><c> bone</c><00:02:58.720><c> stress</c> there is an ultimate bone stress there is an ultimate bone stress it<00:03:00.480><c> is</c><00:03:00.800><c> calculated</c><00:03:01.840><c> based</c><00:03:02.239><c> on</c><00:03:02.560><c> these</c> it is calculated based on these it is calculated based on these equations equations equations which<00:03:04.400><c> is</c><00:03:04.879><c> given</c><00:03:05.440><c> in</c><00:03:05.760><c> clause</c><00:03:06.239><c> at</c><00:03:06.480><c> point</c><00:03:06.800><c> 4.2</c> which is given in clause at point 4.2 which is given in clause at point 4.2 in<00:03:08.239><c> principle</c><00:03:09.440><c> the</c><00:03:09.920><c> ultimate</c><00:03:10.640><c> bond</c><00:03:11.040><c> stress</c> in principle the ultimate bond stress in principle the ultimate bond stress of<00:03:11.840><c> the</c><00:03:12.080><c> reinforcement</c><00:03:12.959><c> bar</c><00:03:13.599><c> is</c><00:03:14.000><c> basically</c> of the reinforcement bar is basically of the reinforcement bar is basically governed<00:03:15.360><c> by</c><00:03:15.760><c> the</c><00:03:16.000><c> design</c><00:03:16.560><c> tensile</c><00:03:17.040><c> strength</c> governed by the design tensile strength governed by the design tensile strength of<00:03:17.680><c> the</c><00:03:17.840><c> concrete</c> of the concrete of the concrete it<00:03:19.040><c> can</c><00:03:19.360><c> be</c><00:03:19.760><c> calculated</c><00:03:20.640><c> based</c><00:03:21.040><c> on</c><00:03:21.360><c> these</c> it can be calculated based on these it can be calculated based on these equations equations equations which<00:03:23.360><c> is</c><00:03:23.680><c> in</c><00:03:23.920><c> the</c><00:03:24.080><c> functions</c><00:03:24.879><c> of</c><00:03:25.280><c> sctk</c> and<00:03:28.879><c> partial</c><00:03:29.440><c> factor</c><00:03:29.920><c> of</c><00:03:30.080><c> safety</c><00:03:30.560><c> of</c><00:03:30.640><c> the</c> and partial factor of safety of the and partial factor of safety of the concrete<00:03:31.680><c> and</c><00:03:32.080><c> the</c><00:03:32.239><c> coefficients</c><00:03:33.200><c> of</c> concrete and the coefficients of concrete and the coefficients of concrete concrete concrete under<00:03:34.720><c> tension</c><00:03:36.640><c> the</c><00:03:36.920><c> characteristic</c><00:03:37.920><c> tensile</c> under tension the characteristic tensile under tension the characteristic tensile strength<00:03:38.799><c> of</c><00:03:38.879><c> the</c><00:03:39.120><c> concrete</c><00:03:39.680><c> can</c><00:03:40.000><c> be</c> strength of the concrete can be strength of the concrete can be obtained<00:03:40.799><c> from</c><00:03:41.200><c> table</c><00:03:41.760><c> 3.1</c><00:03:42.799><c> in</c><00:03:42.959><c> eurocode</c><00:03:43.680><c> 2.</c> obtained from table 3.1 in eurocode 2. obtained from table 3.1 in eurocode 2. there<00:03:45.440><c> are</c><00:03:45.680><c> two</c><00:03:46.080><c> factors</c><00:03:46.720><c> that</c><00:03:47.120><c> affecting</c><00:03:47.920><c> the</c> there are two factors that affecting the there are two factors that affecting the ultimate<00:03:49.040><c> bone</c><00:03:49.360><c> stress</c><00:03:50.959><c> as</c><00:03:51.280><c> represented</c><00:03:52.239><c> by</c> ultimate bone stress as represented by ultimate bone stress as represented by eta<00:03:53.200><c> 1</c><00:03:53.680><c> and</c><00:03:54.000><c> eta</c><00:03:54.400><c> 2.</c> eta 1 and eta 2. eta 1 and eta 2. ista<00:03:56.720><c> 1</c><00:03:57.040><c> represents</c><00:03:58.000><c> the</c><00:03:58.400><c> effects</c><00:03:59.040><c> of</c><00:03:59.280><c> bone</c> ista 1 represents the effects of bone ista 1 represents the effects of bone conditions conditions conditions while<00:04:01.519><c> eta</c><00:04:02.080><c> 2</c><00:04:02.480><c> represent</c><00:04:03.280><c> the</c><00:04:03.680><c> effects</c><00:04:04.239><c> of</c><00:04:04.400><c> the</c> while eta 2 represent the effects of the while eta 2 represent the effects of the bar<00:04:04.879><c> size</c> bar size bar size under<00:04:07.280><c> a</c><00:04:07.680><c> good</c><00:04:08.000><c> bone</c><00:04:08.400><c> conditions</c><00:04:09.599><c> eta</c><00:04:10.080><c> 1</c><00:04:10.400><c> will</c> under a good bone conditions eta 1 will under a good bone conditions eta 1 will be be be equal<00:04:11.439><c> to</c><00:04:11.799><c> 1.0</c><00:04:13.519><c> well</c> equal to 1.0 well equal to 1.0 well under<00:04:14.799><c> the</c><00:04:15.200><c> poor</c><00:04:15.599><c> bone</c><00:04:15.920><c> conditions</c><00:04:17.040><c> eta</c><00:04:17.519><c> 1</c> under the poor bone conditions eta 1 under the poor bone conditions eta 1 will<00:04:18.000><c> be</c> will be will be equals<00:04:18.880><c> to</c><00:04:19.400><c> 0.7</c> equals to 0.7 equals to 0.7 as<00:04:21.919><c> for</c><00:04:22.240><c> eta</c><00:04:22.800><c> 2</c><00:04:23.759><c> eta</c><00:04:24.320><c> 2</c> as for eta 2 eta 2 as for eta 2 eta 2 equals<00:04:25.360><c> to</c><00:04:25.680><c> 1.0</c><00:04:26.880><c> when</c><00:04:27.280><c> the</c><00:04:27.520><c> bar</c><00:04:27.840><c> size</c> equals to 1.0 when the bar size equals to 1.0 when the bar size is<00:04:28.880><c> less</c><00:04:29.280><c> or</c><00:04:29.600><c> equal</c><00:04:30.080><c> to</c><00:04:30.560><c> 32</c><00:04:31.280><c> mm</c> is less or equal to 32 mm is less or equal to 32 mm if<00:04:33.280><c> the</c><00:04:33.600><c> bar</c><00:04:33.919><c> size</c><00:04:34.400><c> is</c><00:04:34.639><c> more</c><00:04:34.960><c> than</c><00:04:35.199><c> 32</c><00:04:36.000><c> mm</c> if the bar size is more than 32 mm if the bar size is more than 32 mm this<00:04:37.440><c> equation</c><00:04:38.479><c> is</c><00:04:38.720><c> used</c><00:04:39.199><c> to</c><00:04:39.600><c> determine</c><00:04:40.320><c> the</c> this equation is used to determine the this equation is used to determine the eta2 eta2 eta2 the<00:04:43.560><c> definitions</c><00:04:44.639><c> of</c><00:04:44.960><c> good</c><00:04:45.360><c> bone</c><00:04:45.680><c> conditions</c> the definitions of good bone conditions the definitions of good bone conditions is<00:04:47.120><c> given</c><00:04:47.680><c> in</c><00:04:48.320><c> figure</c><00:04:48.800><c> 8.2</c> is given in figure 8.2 is given in figure 8.2 euro<00:04:50.240><c> code</c><00:04:50.639><c> 2</c><00:04:51.040><c> part</c><00:04:51.360><c> 1.</c> euro code 2 part 1. euro code 2 part 1. the<00:04:53.440><c> symbol</c><00:04:54.080><c> a</c><00:04:54.479><c> here</c><00:04:55.280><c> represent</c><00:04:56.160><c> the</c> the symbol a here represent the the symbol a here represent the directions<00:04:57.600><c> of</c><00:04:57.919><c> concreting</c> directions of concreting directions of concreting a<00:05:00.400><c> bar</c><00:05:00.800><c> is</c><00:05:01.120><c> considered</c><00:05:02.000><c> in</c><00:05:02.320><c> good</c><00:05:02.639><c> bone</c> a bar is considered in good bone a bar is considered in good bone conditions conditions conditions when<00:05:04.560><c> it</c><00:05:04.800><c> is</c><00:05:05.039><c> spent</c><00:05:05.440><c> at</c><00:05:05.600><c> the</c><00:05:05.759><c> angle</c><00:05:06.320><c> greater</c> when it is spent at the angle greater when it is spent at the angle greater than<00:05:07.440><c> 45</c><00:05:08.240><c> degree</c> than 45 degree than 45 degree and<00:05:09.199><c> less</c><00:05:09.520><c> than</c><00:05:09.919><c> 90</c><00:05:10.400><c> degree</c> and less than 90 degree and less than 90 degree when<00:05:12.400><c> the</c><00:05:12.800><c> overall</c><00:05:13.360><c> debt</c><00:05:13.680><c> of</c><00:05:13.840><c> the</c><00:05:14.080><c> member</c><00:05:14.800><c> is</c> when the overall debt of the member is when the overall debt of the member is less<00:05:15.680><c> or</c><00:05:15.919><c> equals</c><00:05:16.400><c> to</c><00:05:16.720><c> 250</c><00:05:17.520><c> mm</c> less or equals to 250 mm less or equals to 250 mm the<00:05:18.639><c> reinforcement</c><00:05:19.520><c> bar</c><00:05:20.000><c> is</c><00:05:20.160><c> considered</c><00:05:21.199><c> in</c> the reinforcement bar is considered in the reinforcement bar is considered in the<00:05:21.919><c> good</c><00:05:22.240><c> bone</c><00:05:22.840><c> conditions</c> the good bone conditions the good bone conditions however<00:05:25.199><c> when</c><00:05:25.680><c> the</c><00:05:26.400><c> thickness</c><00:05:27.039><c> of</c><00:05:27.280><c> the</c><00:05:27.440><c> member</c> however when the thickness of the member however when the thickness of the member is<00:05:28.479><c> greater</c><00:05:29.039><c> than</c><00:05:29.280><c> 250</c><00:05:30.000><c> mm</c> is greater than 250 mm is greater than 250 mm the<00:05:31.600><c> regions</c><00:05:32.479><c> at</c><00:05:32.720><c> the</c><00:05:32.960><c> bottom</c><00:05:33.520><c> 250</c> the regions at the bottom 250 the regions at the bottom 250 thickness<00:05:35.919><c> is</c><00:05:36.160><c> considered</c><00:05:37.039><c> in</c><00:05:37.360><c> good</c><00:05:37.680><c> bone</c> thickness is considered in good bone thickness is considered in good bone conditions<00:05:39.199><c> while</c><00:05:39.680><c> the</c><00:05:39.919><c> other</c><00:05:40.320><c> regions</c> conditions while the other regions conditions while the other regions are<00:05:41.520><c> considered</c><00:05:42.880><c> poor</c><00:05:43.280><c> bone</c><00:05:43.600><c> condition</c> are considered poor bone condition are considered poor bone condition indicates<00:05:46.080><c> that</c><00:05:46.400><c> the</c><00:05:46.800><c> thickness</c><00:05:47.440><c> of</c><00:05:47.520><c> the</c> indicates that the thickness of the indicates that the thickness of the member member member is<00:05:49.360><c> more</c><00:05:49.680><c> than</c><00:05:50.000><c> 600</c><00:05:50.840><c> mm</c> is more than 600 mm is more than 600 mm the<00:05:52.320><c> top</c><00:05:52.639><c> 300</c><00:05:53.440><c> mm</c><00:05:53.919><c> is</c><00:05:54.320><c> considered</c><00:05:55.039><c> the</c><00:05:55.440><c> poor</c> the top 300 mm is considered the poor the top 300 mm is considered the poor bone<00:05:56.160><c> conditions</c> bone conditions bone conditions while<00:05:57.520><c> the</c><00:05:57.759><c> rest</c><00:05:58.160><c> of</c><00:05:58.240><c> the</c><00:05:58.479><c> sections</c><00:05:59.199><c> is</c> while the rest of the sections is while the rest of the sections is considered considered considered to<00:06:00.639><c> be</c><00:06:01.039><c> good</c><00:06:01.360><c> bone</c><00:06:01.680><c> conditions</c><00:06:03.199><c> based</c><00:06:03.600><c> on</c><00:06:03.919><c> the</c> to be good bone conditions based on the to be good bone conditions based on the regions<00:06:05.039><c> of</c><00:06:05.199><c> the</c><00:06:05.360><c> reinforcement</c><00:06:06.240><c> bar</c><00:06:06.720><c> to</c><00:06:06.960><c> be</c> regions of the reinforcement bar to be regions of the reinforcement bar to be encouraged<00:06:07.919><c> within</c><00:06:08.319><c> the</c><00:06:08.479><c> member</c> encouraged within the member encouraged within the member and<00:06:09.759><c> whether</c><00:06:10.319><c> the</c><00:06:10.479><c> reinforcement</c><00:06:11.280><c> bar</c><00:06:11.680><c> is</c> and whether the reinforcement bar is and whether the reinforcement bar is banned banned banned we<00:06:13.840><c> are</c><00:06:14.080><c> able</c><00:06:14.560><c> to</c><00:06:14.960><c> determine</c><00:06:15.840><c> the</c><00:06:16.240><c> bond</c> we are able to determine the bond we are able to determine the bond conditions<00:06:17.360><c> whether</c><00:06:17.840><c> it</c><00:06:18.000><c> is</c><00:06:18.240><c> good</c><00:06:18.560><c> or</c><00:06:18.880><c> poor</c> conditions whether it is good or poor conditions whether it is good or poor from<00:06:20.080><c> there</c><00:06:20.479><c> we</c><00:06:20.800><c> are</c><00:06:20.960><c> able</c><00:06:21.440><c> to</c><00:06:21.840><c> determine</c><00:06:22.639><c> the</c> from there we are able to determine the from there we are able to determine the factor<00:06:23.840><c> eta</c><00:06:24.400><c> 1</c><00:06:24.800><c> to</c><00:06:24.960><c> be</c><00:06:25.280><c> equals</c><00:06:25.759><c> to</c> factor eta 1 to be equals to factor eta 1 to be equals to 1.0<00:06:27.199><c> or</c><00:06:27.560><c> 0.7</c> 1.0 or 0.7 1.0 or 0.7 there<00:06:30.080><c> are</c><00:06:30.319><c> also</c><00:06:30.880><c> other</c><00:06:31.360><c> factors</c><00:06:32.080><c> that</c> there are also other factors that there are also other factors that affecting affecting affecting the<00:06:33.680><c> design</c><00:06:34.240><c> anchorage</c><00:06:34.800><c> length</c><00:06:36.000><c> as</c> the design anchorage length as the design anchorage length as given<00:06:37.120><c> in</c><00:06:37.600><c> the</c><00:06:38.080><c> coefficients</c><00:06:39.039><c> of</c> given in the coefficients of given in the coefficients of alpha<00:06:39.919><c> 1</c><00:06:40.319><c> to</c><00:06:40.720><c> alpha</c><00:06:41.199><c> 5.</c><00:06:42.240><c> the</c> alpha 1 to alpha 5. the alpha 1 to alpha 5. the conditions<00:06:43.440><c> represented</c><00:06:44.400><c> by</c><00:06:44.720><c> the</c> conditions represented by the conditions represented by the coefficients coefficients coefficients alpha<00:06:46.479><c> 1</c><00:06:46.880><c> 2</c><00:06:47.280><c> alpha</c><00:06:47.759><c> phi</c><00:06:48.479><c> are</c><00:06:48.800><c> outlined</c><00:06:49.440><c> here</c> alpha 1 2 alpha phi are outlined here alpha 1 2 alpha phi are outlined here which<00:06:50.560><c> include</c><00:06:51.120><c> the</c><00:06:51.680><c> bar</c><00:06:52.080><c> shape</c><00:06:52.720><c> the</c><00:06:52.960><c> concrete</c> which include the bar shape the concrete which include the bar shape the concrete cover cover cover the<00:06:54.639><c> confinement</c><00:06:55.440><c> by</c><00:06:55.840><c> transverse</c> the confinement by transverse the confinement by transverse reinforcement reinforcement reinforcement the<00:06:57.840><c> confinement</c><00:06:58.560><c> by</c><00:06:58.960><c> welded</c><00:06:59.520><c> transverse</c> the confinement by welded transverse the confinement by welded transverse bars bars bars and<00:07:01.680><c> confinement</c><00:07:02.400><c> by</c><00:07:02.800><c> transverse</c><00:07:03.440><c> pressure</c> and confinement by transverse pressure and confinement by transverse pressure based<00:07:05.440><c> on</c><00:07:05.680><c> the</c><00:07:05.919><c> list</c><00:07:06.319><c> of</c><00:07:06.479><c> the</c><00:07:06.720><c> coefficient</c> based on the list of the coefficient based on the list of the coefficient here here here we<00:07:08.720><c> know</c><00:07:09.039><c> that</c><00:07:09.440><c> alpha</c><00:07:09.919><c> 3</c><00:07:10.400><c> to</c><00:07:10.720><c> alpha</c><00:07:11.199><c> 5</c> we know that alpha 3 to alpha 5 we know that alpha 3 to alpha 5 refers<00:07:12.319><c> to</c><00:07:12.800><c> the</c><00:07:13.199><c> confined</c><00:07:13.759><c> conditions</c> refers to the confined conditions refers to the confined conditions of<00:07:15.039><c> the</c><00:07:15.840><c> anchorage</c><00:07:16.560><c> region</c> of the anchorage region of the anchorage region the<00:07:18.720><c> exact</c><00:07:19.120><c> value</c><00:07:19.680><c> for</c><00:07:19.919><c> the</c><00:07:20.160><c> coefficients</c><00:07:21.120><c> can</c> the exact value for the coefficients can the exact value for the coefficients can be be be determined<00:07:22.479><c> from</c><00:07:22.880><c> table</c><00:07:23.520><c> 8.2</c><00:07:24.560><c> in</c><00:07:24.800><c> euro</c><00:07:25.199><c> code</c><00:07:25.599><c> 2</c> determined from table 8.2 in euro code 2 determined from table 8.2 in euro code 2 part<00:07:26.319><c> 1.</c><00:07:27.599><c> the</c><00:07:28.000><c> coefficients</c> part 1. the coefficients part 1. the coefficients vary<00:07:30.160><c> between</c><00:07:30.800><c> the</c><00:07:31.360><c> tensions</c> vary between the tensions vary between the tensions and<00:07:32.800><c> compressions</c><00:07:33.840><c> coefficients</c> and compressions coefficients and compressions coefficients under<00:07:36.880><c> compressions</c><00:07:38.160><c> the</c><00:07:38.479><c> coefficients</c> under compressions the coefficients under compressions the coefficients are<00:07:39.840><c> generally</c><00:07:40.720><c> equals</c><00:07:41.280><c> to</c><00:07:41.639><c> 1.0</c> are generally equals to 1.0 are generally equals to 1.0 except<00:07:43.360><c> alpha</c><00:07:43.919><c> 4</c><00:07:44.479><c> as</c><00:07:45.000><c> 0.7</c> except alpha 4 as 0.7 except alpha 4 as 0.7 and<00:07:46.960><c> alpha</c><00:07:47.520><c> phi</c><00:07:48.240><c> is</c><00:07:48.560><c> not</c><00:07:48.800><c> considered</c> and alpha phi is not considered and alpha phi is not considered the<00:07:50.879><c> equations</c><00:07:51.759><c> to</c><00:07:52.160><c> determine</c><00:07:52.960><c> the</c> the equations to determine the the equations to determine the coefficients coefficients coefficients in<00:07:54.639><c> tensions</c><00:07:55.440><c> are</c><00:07:55.759><c> outlined</c><00:07:56.840><c> here</c> in tensions are outlined here in tensions are outlined here the<00:07:58.400><c> coefficients</c><00:07:59.440><c> alpha</c><00:08:00.000><c> 1</c><00:08:00.319><c> and</c><00:08:00.560><c> alpha</c><00:08:01.039><c> 2</c> the coefficients alpha 1 and alpha 2 the coefficients alpha 1 and alpha 2 is<00:08:02.400><c> also</c><00:08:02.879><c> affected</c><00:08:03.599><c> by</c><00:08:04.160><c> the</c><00:08:04.560><c> type</c><00:08:04.960><c> of</c><00:08:05.280><c> the</c> is also affected by the type of the is also affected by the type of the anchorage anchorage anchorage the<00:08:07.440><c> anchorage</c><00:08:08.639><c> can</c><00:08:08.960><c> be</c><00:08:09.520><c> in</c><00:08:09.680><c> the</c><00:08:10.000><c> form</c> the anchorage can be in the form the anchorage can be in the form of<00:08:10.639><c> the</c><00:08:10.800><c> straight</c><00:08:11.280><c> bar</c><00:08:11.919><c> or</c><00:08:12.400><c> the</c><00:08:13.120><c> other</c> of the straight bar or the other of the straight bar or the other shapes<00:08:16.560><c> these</c> shapes these shapes these are<00:08:17.520><c> some</c><00:08:17.919><c> typical</c><00:08:18.879><c> encourage</c><00:08:19.520><c> method</c> are some typical encourage method are some typical encourage method for<00:08:20.639><c> steel</c><00:08:21.039><c> bar</c><00:08:21.840><c> it</c><00:08:22.000><c> can</c><00:08:22.319><c> be</c><00:08:22.720><c> in</c><00:08:22.960><c> the</c><00:08:23.199><c> forms</c><00:08:23.680><c> of</c> for steel bar it can be in the forms of for steel bar it can be in the forms of hooks<00:08:24.479><c> or</c> hooks or hooks or bands<00:08:26.960><c> provided</c><00:08:27.759><c> that</c> bands provided that bands provided that the<00:08:28.479><c> minimum</c><00:08:29.120><c> dimensions</c><00:08:30.080><c> given</c><00:08:30.639><c> here</c> the minimum dimensions given here the minimum dimensions given here is<00:08:31.680><c> satisfied</c><00:08:33.440><c> indicates</c><00:08:34.240><c> that</c><00:08:34.560><c> the</c><00:08:34.880><c> hooks</c> is satisfied indicates that the hooks is satisfied indicates that the hooks and<00:08:35.760><c> vents</c><00:08:36.479><c> are</c><00:08:36.800><c> used</c><00:08:37.599><c> for</c><00:08:38.080><c> the</c> and vents are used for the and vents are used for the tensions<00:08:39.680><c> encourage</c><00:08:41.120><c> there</c><00:08:41.360><c> will</c><00:08:41.599><c> be</c> tensions encourage there will be tensions encourage there will be a<00:08:42.399><c> minimum</c><00:08:43.120><c> bending</c><00:08:43.680><c> radius</c> a minimum bending radius a minimum bending radius for<00:08:46.160><c> this</c><00:08:46.399><c> tuber</c><00:08:47.200><c> less</c><00:08:47.519><c> than</c><00:08:47.920><c> 16</c><00:08:48.560><c> mn</c><00:08:48.959><c> diameter</c> for this tuber less than 16 mn diameter for this tuber less than 16 mn diameter a<00:08:50.720><c> minimum</c><00:08:51.440><c> bending</c><00:08:51.920><c> radius</c><00:08:52.640><c> of</c><00:08:53.040><c> 2</c> a minimum bending radius of 2 a minimum bending radius of 2 times<00:08:53.839><c> the</c><00:08:54.080><c> bar</c><00:08:54.399><c> diameter</c><00:08:55.200><c> is</c><00:08:55.519><c> required</c> times the bar diameter is required times the bar diameter is required if<00:08:57.519><c> the</c><00:08:57.760><c> bar</c><00:08:58.080><c> size</c><00:08:58.560><c> is</c><00:08:58.800><c> more</c><00:08:59.120><c> than</c><00:08:59.440><c> 16</c><00:09:00.000><c> mm</c> if the bar size is more than 16 mm if the bar size is more than 16 mm a<00:09:01.040><c> minimum</c><00:09:01.839><c> of</c><00:09:02.080><c> 3.5</c><00:09:03.200><c> times</c><00:09:03.680><c> the</c><00:09:03.920><c> bar</c> a minimum of 3.5 times the bar a minimum of 3.5 times the bar diameter<00:09:05.440><c> is</c><00:09:05.600><c> required</c><00:09:06.399><c> as</c><00:09:06.720><c> the</c><00:09:07.120><c> bending</c> diameter is required as the bending diameter is required as the bending radius radius radius it<00:09:09.600><c> is</c><00:09:09.920><c> noted</c><00:09:10.399><c> that</c><00:09:11.120><c> the</c><00:09:11.360><c> bends</c><00:09:11.920><c> and</c><00:09:12.000><c> the</c><00:09:12.240><c> hooks</c> it is noted that the bends and the hooks it is noted that the bends and the hooks are<00:09:13.040><c> not</c><00:09:13.200><c> recommended</c><00:09:14.080><c> for</c><00:09:14.480><c> compressions</c> are not recommended for compressions are not recommended for compressions encouraged<00:09:17.120><c> however</c><00:09:18.240><c> in</c><00:09:18.399><c> the</c><00:09:18.640><c> case</c><00:09:19.120><c> that</c><00:09:19.360><c> the</c> encouraged however in the case that the encouraged however in the case that the hooks<00:09:20.000><c> and</c><00:09:20.240><c> bands</c><00:09:20.720><c> are</c><00:09:21.040><c> used</c> hooks and bands are used hooks and bands are used the<00:09:22.399><c> encourage</c><00:09:23.120><c> link</c><00:09:23.519><c> will</c><00:09:23.760><c> be</c><00:09:24.160><c> as</c><00:09:24.560><c> given</c><00:09:25.040><c> here</c> the encourage link will be as given here the encourage link will be as given here it<00:09:26.959><c> will</c><00:09:27.200><c> be</c><00:09:27.600><c> only</c><00:09:28.160><c> governed</c><00:09:28.800><c> by</c><00:09:29.200><c> alpha</c><00:09:29.760><c> 1</c> it will be only governed by alpha 1 it will be only governed by alpha 1 which<00:09:30.880><c> is</c><00:09:31.279><c> referring</c><00:09:32.000><c> to</c><00:09:32.480><c> the</c><00:09:32.800><c> shape</c><00:09:33.279><c> of</c><00:09:33.440><c> the</c> which is referring to the shape of the which is referring to the shape of the reinforcement<00:09:34.560><c> bar</c> reinforcement bar reinforcement bar and<00:09:35.600><c> the</c><00:09:35.839><c> minimum</c><00:09:36.480><c> bending</c><00:09:37.040><c> radius</c><00:09:37.760><c> is</c><00:09:38.080><c> given</c> and the minimum bending radius is given and the minimum bending radius is given here here here it<00:09:40.640><c> is</c><00:09:40.959><c> basically</c><00:09:41.760><c> the</c><00:09:42.240><c> double</c><00:09:43.040><c> of</c><00:09:43.279><c> the</c> it is basically the double of the it is basically the double of the bending<00:09:44.160><c> ranges</c><00:09:44.720><c> required</c><00:09:45.600><c> under</c><00:09:46.080><c> tensions</c> bending ranges required under tensions bending ranges required under tensions condition condition condition now<00:09:48.640><c> we</c><00:09:48.880><c> look</c><00:09:49.200><c> into</c><00:09:49.680><c> the</c><00:09:50.080><c> equations</c><00:09:50.959><c> to</c> now we look into the equations to now we look into the equations to determine<00:09:52.000><c> the</c> determine the determine the coefficients<00:09:53.360><c> one</c><00:09:53.600><c> by</c><00:09:53.839><c> one</c><00:09:55.279><c> under</c> coefficients one by one under coefficients one by one under a<00:09:56.080><c> straight</c><00:09:56.560><c> encourage</c><00:09:57.760><c> the</c><00:09:58.160><c> alpha</c><00:09:58.720><c> one</c><00:09:59.120><c> will</c> a straight encourage the alpha one will a straight encourage the alpha one will be be be considered<00:10:00.560><c> as</c><00:10:00.920><c> 1.0</c> considered as 1.0 considered as 1.0 under<00:10:03.920><c> the</c><00:10:04.320><c> bank</c><00:10:04.720><c> or</c><00:10:04.959><c> hook</c><00:10:05.279><c> conditions</c> under the bank or hook conditions under the bank or hook conditions the<00:10:06.800><c> alpha</c><00:10:07.360><c> 1</c><00:10:07.600><c> will</c><00:10:07.839><c> be</c><00:10:08.160><c> considered</c><00:10:08.800><c> as</c><00:10:09.640><c> 0.7</c> the alpha 1 will be considered as 0.7 the alpha 1 will be considered as 0.7 when<00:10:11.360><c> the</c><00:10:11.680><c> cd</c><00:10:12.320><c> is</c><00:10:12.720><c> more</c><00:10:13.120><c> than</c><00:10:13.519><c> 3</c><00:10:13.920><c> times</c><00:10:14.399><c> the</c> when the cd is more than 3 times the when the cd is more than 3 times the bar<00:10:15.040><c> diameter</c><00:10:16.839><c> otherwise</c><00:10:17.920><c> alpha</c><00:10:18.399><c> 1</c> bar diameter otherwise alpha 1 bar diameter otherwise alpha 1 will<00:10:19.040><c> be</c><00:10:19.519><c> taken</c><00:10:20.079><c> as</c><00:10:20.519><c> 1.0</c> will be taken as 1.0 will be taken as 1.0 the<00:10:22.880><c> value</c><00:10:23.440><c> of</c><00:10:23.839><c> ct</c><00:10:24.560><c> can</c><00:10:24.800><c> be</c><00:10:25.200><c> obtained</c> the value of ct can be obtained the value of ct can be obtained from<00:10:26.320><c> figure</c><00:10:26.880><c> at</c><00:10:27.120><c> 0.3</c><00:10:28.480><c> it</c><00:10:28.720><c> is</c><00:10:29.040><c> basically</c><00:10:29.839><c> in</c> from figure at 0.3 it is basically in from figure at 0.3 it is basically in the<00:10:30.320><c> functions</c> the functions the functions of<00:10:32.160><c> c1</c><00:10:33.680><c> a</c> of c1 a of c1 a and<00:10:34.959><c> also</c><00:10:35.680><c> c</c> and also c and also c c<00:10:38.079><c> represent</c><00:10:39.040><c> the</c><00:10:40.000><c> cover</c> c represent the cover c represent the cover from<00:10:41.279><c> the</c><00:10:42.399><c> soffit</c><00:10:43.040><c> of</c><00:10:43.200><c> the</c><00:10:43.360><c> member</c> from the soffit of the member from the soffit of the member to<00:10:44.720><c> the</c><00:10:45.200><c> main</c><00:10:45.440><c> reinforcement</c><00:10:46.240><c> bar</c> to the main reinforcement bar to the main reinforcement bar c1<00:10:48.320><c> represents</c><00:10:49.120><c> the</c><00:10:49.519><c> cover</c><00:10:50.079><c> from</c><00:10:50.320><c> this</c><00:10:50.640><c> side</c> c1 represents the cover from this side c1 represents the cover from this side of<00:10:51.360><c> the</c><00:10:51.760><c> member</c><00:10:52.720><c> to</c><00:10:53.200><c> the</c><00:10:53.760><c> main</c><00:10:54.000><c> reinforcement</c> of the member to the main reinforcement of the member to the main reinforcement bar bar bar and<00:10:56.160><c> a</c><00:10:56.560><c> represent</c><00:10:57.360><c> the</c><00:10:57.839><c> clear</c><00:10:58.240><c> distance</c> and a represent the clear distance and a represent the clear distance between<00:10:59.680><c> the</c><00:11:00.160><c> main</c><00:11:00.480><c> reinforcement</c><00:11:01.200><c> bar</c> between the main reinforcement bar between the main reinforcement bar in<00:11:02.240><c> general</c><00:11:03.600><c> cd</c><00:11:04.320><c> will</c><00:11:04.560><c> be</c><00:11:04.959><c> equals</c><00:11:05.680><c> to</c> in general cd will be equals to in general cd will be equals to half<00:11:06.640><c> of</c><00:11:06.800><c> the</c><00:11:07.040><c> a</c><00:11:08.399><c> c1</c> half of the a c1 half of the a c1 and<00:11:10.000><c> c</c>
74	hdkJ_CJs9JM	5.14 Coefficients for the design of anchorage length	https://www.youtube.com/watch?v=hdkJ_CJs9JM	5.14_Coefficients_for_the_design_of_anchorage_length.en.vtt	next<00:00:00.399><c> we</c><00:00:00.799><c> discuss</c><00:00:01.439><c> about</c><00:00:02.240><c> coefficients</c> next we discuss about coefficients next we discuss about coefficients of<00:00:03.520><c> r2</c><00:00:04.480><c> which</c><00:00:04.880><c> represent</c><00:00:05.680><c> the</c><00:00:06.080><c> effects</c><00:00:06.720><c> of</c> of r2 which represent the effects of of r2 which represent the effects of concrete<00:00:07.520><c> cover</c><00:00:09.440><c> again</c><00:00:10.000><c> there</c><00:00:10.320><c> are</c><00:00:10.639><c> two</c> concrete cover again there are two concrete cover again there are two main<00:00:11.440><c> types</c><00:00:11.840><c> of</c><00:00:12.080><c> anchorage</c><00:00:13.360><c> which</c><00:00:13.679><c> are</c><00:00:14.000><c> the</c> main types of anchorage which are the main types of anchorage which are the straight<00:00:14.639><c> bar</c> straight bar straight bar and<00:00:15.839><c> the</c><00:00:16.320><c> hook</c><00:00:16.800><c> on</c><00:00:17.199><c> band</c><00:00:17.600><c> anchorage</c> and the hook on band anchorage and the hook on band anchorage the<00:00:19.760><c> equations</c><00:00:20.720><c> to</c><00:00:21.119><c> compute</c><00:00:21.760><c> alpha</c> the equations to compute alpha the equations to compute alpha 2<00:00:23.199><c> for</c><00:00:23.519><c> the</c><00:00:23.680><c> straight</c><00:00:24.160><c> bar</c><00:00:24.720><c> and</c><00:00:24.880><c> the</c><00:00:25.039><c> hook</c> 2 for the straight bar and the hook 2 for the straight bar and the hook and<00:00:25.680><c> bam</c><00:00:26.000><c> bar</c><00:00:26.560><c> are</c><00:00:26.880><c> given</c><00:00:27.439><c> here</c> and bam bar are given here and bam bar are given here the<00:00:29.279><c> main</c><00:00:29.599><c> difference</c><00:00:30.160><c> between</c><00:00:30.640><c> the</c><00:00:30.880><c> two</c> the main difference between the two the main difference between the two equations equations equations is<00:00:32.880><c> the</c><00:00:33.440><c> three</c><00:00:33.920><c> times</c><00:00:34.559><c> the</c><00:00:35.360><c> bar</c><00:00:35.600><c> diameter</c> in<00:00:38.719><c> these</c><00:00:39.040><c> equations</c><00:00:40.960><c> cd</c> in these equations cd in these equations cd is<00:00:42.840><c> required</c><00:00:43.920><c> cd</c><00:00:44.559><c> can</c><00:00:44.879><c> be</c> is required cd can be is required cd can be determined<00:00:45.920><c> from</c><00:00:46.399><c> figure</c><00:00:46.960><c> 8.3</c><00:00:48.160><c> given</c> determined from figure 8.3 given determined from figure 8.3 given in<00:00:48.960><c> euro</c><00:00:49.360><c> code</c><00:00:49.680><c> 2</c><00:00:50.480><c> as</c><00:00:50.879><c> discussed</c> in euro code 2 as discussed in euro code 2 as discussed in<00:00:52.000><c> the</c><00:00:52.399><c> previous</c><00:00:52.960><c> videos</c> in the previous videos in the previous videos the<00:00:55.360><c> alpha</c><00:00:55.840><c> 2</c><00:00:56.399><c> is</c><00:00:56.719><c> anxious</c><00:00:57.440><c> to</c><00:00:57.600><c> be</c> the alpha 2 is anxious to be the alpha 2 is anxious to be within<00:00:58.640><c> the</c><00:00:58.879><c> range</c><00:00:59.359><c> of</c><00:00:59.800><c> 0.7</c><00:01:00.960><c> to</c> within the range of 0.7 to within the range of 0.7 to 1.0<00:01:04.239><c> in</c><00:01:04.479><c> fact</c> 1.0 in fact 1.0 in fact all<00:01:05.519><c> the</c><00:01:05.920><c> coefficients</c><00:01:06.960><c> alpha</c><00:01:07.520><c> 1</c><00:01:07.920><c> to</c> all the coefficients alpha 1 to all the coefficients alpha 1 to alpha<00:01:08.799><c> 5</c><00:01:09.680><c> are</c><00:01:10.240><c> to</c><00:01:10.479><c> be</c><00:01:10.960><c> within</c><00:01:11.439><c> the</c><00:01:11.840><c> range</c><00:01:12.400><c> of</c> alpha 5 are to be within the range of alpha 5 are to be within the range of 0.7 0.7 0.7 to<00:01:15.000><c> 1.0</c><00:01:17.040><c> the</c> to 1.0 the to 1.0 the coefficients<00:01:18.560><c> is</c><00:01:18.880><c> not</c><00:01:19.119><c> to</c><00:01:19.360><c> be</c><00:01:19.680><c> less</c><00:01:20.000><c> than</c><00:01:20.520><c> 0.7</c> coefficients is not to be less than 0.7 coefficients is not to be less than 0.7 and<00:01:22.479><c> not</c><00:01:22.880><c> to</c><00:01:23.119><c> be</c><00:01:23.439><c> greater</c><00:01:24.080><c> than</c><00:01:24.840><c> 1.0</c> and not to be greater than 1.0 and not to be greater than 1.0 alpha<00:01:27.680><c> 3</c><00:01:28.159><c> to</c><00:01:28.560><c> alpha</c><00:01:29.119><c> phi</c><00:01:29.759><c> refers</c> alpha 3 to alpha phi refers alpha 3 to alpha phi refers to<00:01:31.040><c> the</c><00:01:31.759><c> influence</c><00:01:32.799><c> factors</c> to the influence factors to the influence factors due<00:01:34.000><c> to</c><00:01:34.479><c> different</c><00:01:35.119><c> kind</c><00:01:35.680><c> of</c><00:01:36.000><c> confinement</c> due to different kind of confinement due to different kind of confinement conditions<00:01:38.799><c> the</c><00:01:39.200><c> coefficients</c><00:01:40.159><c> can</c><00:01:40.479><c> be</c> conditions the coefficients can be conditions the coefficients can be in<00:01:41.280><c> the</c><00:01:41.600><c> form</c><00:01:42.000><c> of</c><00:01:42.159><c> a</c><00:01:42.320><c> constant</c><00:01:42.880><c> number</c><00:01:43.520><c> of</c><00:01:44.119><c> 0.7</c> in the form of a constant number of 0.7 in the form of a constant number of 0.7 or<00:01:46.479><c> in</c><00:01:46.880><c> the</c><00:01:47.360><c> factors</c><00:01:48.240><c> of</c> or in the factors of or in the factors of k<00:01:50.320><c> lambda</c><00:01:51.280><c> and</c><00:01:51.759><c> rho</c> k lambda and rho k lambda and rho factor<00:01:54.399><c> k</c><00:01:54.880><c> represents</c><00:01:56.079><c> the</c><00:01:56.719><c> effect</c> factor k represents the effect factor k represents the effect of<00:01:57.759><c> the</c><00:01:58.240><c> transverse</c><00:01:59.040><c> reinforcement</c> of the transverse reinforcement of the transverse reinforcement the<00:02:02.000><c> ans</c><00:02:02.560><c> here</c><00:02:03.280><c> represent</c><00:02:04.159><c> the</c> the ans here represent the the ans here represent the area<00:02:05.439><c> of</c><00:02:05.840><c> a</c><00:02:06.159><c> single</c><00:02:06.880><c> anchored</c><00:02:07.520><c> bar</c> area of a single anchored bar area of a single anchored bar with<00:02:08.560><c> a</c><00:02:08.879><c> maximum</c><00:02:09.599><c> bar</c><00:02:09.920><c> diameter</c> with a maximum bar diameter with a maximum bar diameter the<00:02:12.239><c> asd</c><00:02:13.120><c> here</c><00:02:13.760><c> represent</c><00:02:14.560><c> the</c> the asd here represent the the asd here represent the cross-sectional<00:02:16.080><c> area</c><00:02:16.640><c> of</c><00:02:16.879><c> the</c><00:02:17.280><c> transverse</c> cross-sectional area of the transverse cross-sectional area of the transverse reinforcement<00:02:18.800><c> bar</c> reinforcement bar reinforcement bar for<00:02:19.840><c> the</c><00:02:20.239><c> design</c><00:02:20.879><c> encourage</c><00:02:21.599><c> bar</c> for the design encourage bar for the design encourage bar under<00:02:23.599><c> different</c><00:02:24.239><c> forms</c><00:02:24.800><c> of</c><00:02:25.040><c> the</c><00:02:25.280><c> transverse</c> under different forms of the transverse under different forms of the transverse reinforcement reinforcement reinforcement the<00:02:27.520><c> k</c><00:02:27.920><c> value</c><00:02:28.879><c> varies</c> the k value varies the k value varies the<00:02:31.760><c> lambda</c><00:02:32.400><c> value</c><00:02:33.120><c> is</c><00:02:33.440><c> obtained</c><00:02:34.080><c> based</c><00:02:34.560><c> on</c> the lambda value is obtained based on the lambda value is obtained based on this this this equations<00:02:36.720><c> which</c><00:02:37.200><c> is</c><00:02:37.680><c> also</c><00:02:38.239><c> quantifying</c><00:02:39.200><c> the</c> equations which is also quantifying the equations which is also quantifying the area area area of<00:02:40.400><c> the</c><00:02:40.640><c> transverse</c><00:02:41.360><c> reinforcement</c><00:02:42.640><c> and</c><00:02:42.959><c> the</c> of the transverse reinforcement and the of the transverse reinforcement and the area<00:02:43.920><c> of</c><00:02:44.239><c> the</c><00:02:44.560><c> reinforcement</c><00:02:45.519><c> bar</c><00:02:46.160><c> to</c><00:02:46.319><c> be</c> area of the reinforcement bar to be area of the reinforcement bar to be encouraged<00:02:48.800><c> as</c><00:02:49.200><c> for</c><00:02:49.360><c> the</c><00:02:49.599><c> row</c> encouraged as for the row encouraged as for the row it<00:02:50.560><c> represents</c><00:02:51.440><c> the</c><00:02:52.000><c> transverse</c><00:02:52.800><c> pressure</c> it represents the transverse pressure it represents the transverse pressure at<00:02:53.599><c> the</c><00:02:53.840><c> ultimate</c><00:02:54.319><c> limit</c><00:02:54.720><c> state</c><00:02:55.519><c> along</c><00:02:56.080><c> the</c> at the ultimate limit state along the at the ultimate limit state along the anchorage<00:02:57.200><c> length</c><00:02:58.319><c> observing</c><00:02:59.200><c> the</c> anchorage length observing the anchorage length observing the conditions<00:03:00.560><c> of</c><00:03:00.879><c> the</c><00:03:01.280><c> encourage</c><00:03:02.000><c> bar</c> conditions of the encourage bar conditions of the encourage bar and<00:03:03.360><c> refers</c><00:03:04.000><c> to</c><00:03:04.480><c> table</c><00:03:05.080><c> 8.2</c> and refers to table 8.2 and refers to table 8.2 the<00:03:08.400><c> coefficients</c><00:03:09.519><c> alpha</c><00:03:10.080><c> 1</c><00:03:10.480><c> to</c><00:03:10.879><c> alpha</c><00:03:11.360><c> phi</c> the coefficients alpha 1 to alpha phi the coefficients alpha 1 to alpha phi are<00:03:12.480><c> determined</c><00:03:14.800><c> these</c><00:03:15.120><c> coefficients</c> are determined these coefficients are determined these coefficients are<00:03:16.640><c> to</c><00:03:16.879><c> be</c><00:03:17.200><c> substituted</c><00:03:18.239><c> into</c><00:03:18.800><c> the</c><00:03:19.040><c> equation</c> are to be substituted into the equation are to be substituted into the equation here<00:03:20.720><c> in</c><00:03:20.879><c> order</c><00:03:21.440><c> to</c><00:03:21.920><c> determine</c><00:03:22.640><c> the</c> here in order to determine the here in order to determine the design<00:03:23.760><c> and</c><00:03:23.920><c> courage</c><00:03:24.400><c> length</c><00:03:24.799><c> of</c><00:03:25.040><c> a</c> design and courage length of a design and courage length of a reinforcing reinforcing reinforcing steel<00:03:27.599><c> with</c><00:03:27.920><c> that</c><00:03:28.480><c> we</c><00:03:28.640><c> need</c><00:03:28.879><c> to</c><00:03:29.360><c> provide</c> steel with that we need to provide steel with that we need to provide an<00:03:30.319><c> encouragement</c><00:03:31.519><c> which</c><00:03:31.920><c> is</c><00:03:32.239><c> longer</c><00:03:32.959><c> than</c> an encouragement which is longer than an encouragement which is longer than the<00:03:33.440><c> design</c> the design the design encourage<00:03:34.720><c> length</c><00:03:35.280><c> calculated</c><00:03:36.239><c> here</c> encourage length calculated here encourage length calculated here also<00:03:38.239><c> it</c><00:03:38.480><c> is</c><00:03:38.799><c> noted</c><00:03:39.280><c> that</c><00:03:40.159><c> the</c> also it is noted that the also it is noted that the multiplications<00:03:41.680><c> between</c><00:03:42.319><c> the</c> multiplications between the multiplications between the alpha<00:03:43.680><c> 2</c><00:03:44.159><c> alpha</c><00:03:44.640><c> 3</c><00:03:45.120><c> and</c><00:03:45.440><c> alpha</c><00:03:45.920><c> 5</c> alpha 2 alpha 3 and alpha 5 alpha 2 alpha 3 and alpha 5 must<00:03:47.120><c> be</c><00:03:47.519><c> at</c><00:03:47.680><c> least</c><00:03:48.080><c> equals</c><00:03:48.640><c> to</c><00:03:49.159><c> 0.7</c> must be at least equals to 0.7 must be at least equals to 0.7 the<00:03:51.760><c> calculation</c><00:03:52.879><c> step</c><00:03:53.360><c> here</c><00:03:53.920><c> seems</c><00:03:54.319><c> to</c><00:03:54.480><c> be</c> the calculation step here seems to be the calculation step here seems to be quite<00:03:55.599><c> complicated</c><00:03:56.720><c> and</c><00:03:57.040><c> tedious</c> quite complicated and tedious quite complicated and tedious for<00:03:58.959><c> simplicity</c><00:04:00.319><c> the</c><00:04:00.720><c> typical</c><00:04:01.439><c> conditions</c> for simplicity the typical conditions for simplicity the typical conditions can<00:04:02.480><c> be</c> can be can be applied<00:04:04.159><c> under</c><00:04:04.640><c> the</c><00:04:04.959><c> typical</c><00:04:05.599><c> conditions</c> applied under the typical conditions applied under the typical conditions where<00:04:07.200><c> the</c><00:04:07.599><c> reinforcing</c><00:04:08.560><c> steel</c><00:04:09.280><c> are</c> where the reinforcing steel are where the reinforcing steel are encouraged<00:04:10.720><c> in</c><00:04:10.799><c> the</c><00:04:11.040><c> straight</c><00:04:11.439><c> conditions</c> encouraged in the straight conditions encouraged in the straight conditions and<00:04:12.959><c> the</c><00:04:13.200><c> bar</c> and the bar and the bar diameter<00:04:14.319><c> is</c><00:04:14.720><c> less</c><00:04:15.040><c> than</c><00:04:15.519><c> 32</c><00:04:16.239><c> mm</c> diameter is less than 32 mm diameter is less than 32 mm and<00:04:17.680><c> the</c><00:04:17.840><c> concrete</c><00:04:18.400><c> grade</c><00:04:18.880><c> is</c><00:04:19.280><c> equals</c><00:04:19.759><c> to</c><00:04:20.239><c> 30</c> and the concrete grade is equals to 30 and the concrete grade is equals to 30 the<00:04:22.840><c> lbrd</c><00:04:24.080><c> here</c> the lbrd here the lbrd here is<00:04:25.680><c> determined</c><00:04:26.479><c> by</c><00:04:27.120><c> 52</c> is determined by 52 is determined by 52 diameters<00:04:29.600><c> and</c><00:04:30.160><c> 36</c><00:04:31.040><c> diameter</c> diameters and 36 diameter diameters and 36 diameter of<00:04:32.080><c> steel</c><00:04:32.479><c> bar</c><00:04:34.000><c> the</c><00:04:34.400><c> 52</c> of steel bar the 52 of steel bar the 52 times<00:04:35.759><c> the</c><00:04:36.000><c> bar</c><00:04:36.320><c> diameter</c><00:04:37.120><c> represents</c><00:04:37.919><c> the</c> times the bar diameter represents the times the bar diameter represents the conditions conditions conditions of<00:04:39.440><c> boar</c><00:04:39.840><c> bone</c><00:04:40.720><c> and</c><00:04:41.120><c> 36</c><00:04:42.000><c> times</c><00:04:42.400><c> the</c><00:04:42.639><c> bar</c> of boar bone and 36 times the bar of boar bone and 36 times the bar diameter diameter diameter represent<00:04:44.639><c> the</c><00:04:45.040><c> conditions</c><00:04:45.840><c> of</c><00:04:46.160><c> good</c><00:04:46.520><c> bone</c>
75	ADv9NzyDsRA	5.15 Example: Anchorage length	https://www.youtube.com/watch?v=ADv9NzyDsRA	5.15_Example_-_Anchorage_length.en.vtt	let's<00:00:00.399><c> try</c><00:00:00.719><c> an</c><00:00:00.960><c> example</c><00:00:01.680><c> to</c><00:00:02.159><c> determine</c><00:00:02.879><c> the</c> let's try an example to determine the let's try an example to determine the required<00:00:03.919><c> encouragement</c><00:00:05.040><c> in</c><00:00:05.279><c> a</c><00:00:05.520><c> reinforced</c> required encouragement in a reinforced required encouragement in a reinforced concrete<00:00:06.720><c> member</c> concrete member concrete member the<00:00:08.080><c> questions</c><00:00:08.639><c> asked</c><00:00:08.960><c> us</c><00:00:09.200><c> to</c><00:00:09.599><c> determine</c><00:00:10.320><c> the</c> the questions asked us to determine the the questions asked us to determine the encouragement<00:00:11.759><c> required</c><00:00:12.480><c> for</c><00:00:12.719><c> the</c><00:00:12.880><c> top</c> encouragement required for the top encouragement required for the top reinforcement<00:00:13.920><c> bar</c><00:00:14.240><c> of</c><00:00:14.639><c> 25</c> reinforcement bar of 25 reinforcement bar of 25 mm<00:00:15.759><c> bar</c><00:00:16.080><c> diameter</c><00:00:17.279><c> in</c><00:00:17.359><c> the</c><00:00:17.600><c> beam</c><00:00:18.240><c> at</c><00:00:18.400><c> this</c> mm bar diameter in the beam at this mm bar diameter in the beam at this junction junction junction with<00:00:19.760><c> the</c><00:00:20.000><c> external</c><00:00:20.640><c> column</c><00:00:22.000><c> the</c><00:00:22.320><c> reinforcing</c> with the external column the reinforcing with the external column the reinforcing steels steels steels are<00:00:24.400><c> in</c><00:00:24.800><c> tension</c><00:00:25.519><c> which</c><00:00:25.920><c> is</c><00:00:26.320><c> resisting</c> are in tension which is resisting are in tension which is resisting a<00:00:27.359><c> hogging</c><00:00:27.840><c> moment</c><00:00:29.199><c> the</c><00:00:29.359><c> concrete</c><00:00:29.840><c> strength</c> a hogging moment the concrete strength a hogging moment the concrete strength is<00:00:31.279><c> 30</c><00:00:31.760><c> newton</c><00:00:32.239><c> per</c><00:00:32.480><c> mm</c><00:00:32.800><c> square</c><00:00:33.680><c> and</c><00:00:34.079><c> the</c><00:00:34.239><c> steel</c> is 30 newton per mm square and the steel is 30 newton per mm square and the steel strand<00:00:35.200><c> is</c> strand is strand is 500<00:00:36.320><c> newton</c><00:00:36.800><c> per</c><00:00:37.120><c> mm</c><00:00:37.600><c> square</c> the<00:00:40.239><c> beam</c><00:00:40.640><c> here</c><00:00:41.040><c> is</c><00:00:41.520><c> an</c><00:00:41.760><c> cantilever</c><00:00:42.840><c> beam</c> the beam here is an cantilever beam the beam here is an cantilever beam with<00:00:44.559><c> that</c><00:00:45.039><c> the</c><00:00:45.280><c> top</c><00:00:45.520><c> reinforcement</c><00:00:46.320><c> bar</c><00:00:46.640><c> here</c> with that the top reinforcement bar here with that the top reinforcement bar here is<00:00:47.440><c> undergoing</c><00:00:48.320><c> tension</c> is undergoing tension is undergoing tension assuming<00:00:51.039><c> the</c><00:00:51.360><c> effective</c><00:00:52.000><c> span</c><00:00:52.640><c> is</c><00:00:52.960><c> as</c> assuming the effective span is as assuming the effective span is as indicated<00:00:54.160><c> here</c><00:00:55.440><c> the</c><00:00:55.840><c> encouraged</c><00:00:56.480><c> lane</c><00:00:56.800><c> will</c> indicated here the encouraged lane will indicated here the encouraged lane will be be be as<00:00:57.840><c> per</c><00:00:58.239><c> indicator</c><00:00:59.039><c> here</c> as per indicator here as per indicator here 2h25<00:01:02.800><c> is</c><00:01:03.280><c> used</c> 2h25 is used 2h25 is used as<00:01:04.320><c> the</c><00:01:04.879><c> top</c><00:01:05.199><c> reinforcement</c><00:01:06.159><c> bar</c> as the top reinforcement bar as the top reinforcement bar the<00:01:07.840><c> bars</c><00:01:08.320><c> are</c><00:01:08.720><c> placed</c><00:01:09.280><c> at</c><00:01:09.520><c> 100</c><00:01:10.159><c> mn</c> the bars are placed at 100 mn the bars are placed at 100 mn offset<00:01:11.760><c> from</c><00:01:12.080><c> the</c><00:01:12.400><c> side</c><00:01:12.720><c> of</c><00:01:12.799><c> the</c><00:01:13.040><c> beam</c> offset from the side of the beam offset from the side of the beam the<00:01:14.799><c> beam</c><00:01:15.280><c> have</c><00:01:15.600><c> a</c><00:01:15.759><c> depth</c><00:01:16.159><c> of</c><00:01:16.479><c> 600</c><00:01:17.119><c> mm</c> the beam have a depth of 600 mm the beam have a depth of 600 mm you<00:01:18.640><c> may</c><00:01:19.040><c> pause</c><00:01:19.360><c> the</c><00:01:19.520><c> video</c><00:01:20.000><c> for</c><00:01:20.240><c> a</c><00:01:20.400><c> while</c><00:01:21.040><c> for</c> you may pause the video for a while for you may pause the video for a while for you<00:01:21.520><c> to</c><00:01:21.920><c> work</c><00:01:22.240><c> out</c><00:01:22.400><c> the</c> you to work out the you to work out the solutions<00:01:24.720><c> in</c><00:01:24.880><c> order</c><00:01:25.360><c> to</c><00:01:25.680><c> solve</c> solutions in order to solve solutions in order to solve these<00:01:26.640><c> questions</c><00:01:27.600><c> we</c><00:01:27.840><c> need</c><00:01:28.080><c> to</c><00:01:28.560><c> refer</c><00:01:29.119><c> to</c> these questions we need to refer to these questions we need to refer to clause<00:01:30.360><c> 8.4.4</c><00:01:31.520><c> to</c><00:01:32.240><c> obtain</c><00:01:32.799><c> the</c> clause 8.4.4 to obtain the clause 8.4.4 to obtain the equations<00:01:34.079><c> to</c><00:01:34.240><c> determine</c><00:01:34.880><c> the</c><00:01:35.600><c> desired</c> equations to determine the desired equations to determine the desired encouragement encouragement encouragement within<00:01:38.960><c> the</c><00:01:39.200><c> equation</c><00:01:40.000><c> here</c><00:01:40.400><c> we</c><00:01:40.560><c> need</c><00:01:40.799><c> to</c> within the equation here we need to within the equation here we need to determine<00:01:41.920><c> the</c> determine the determine the basic<00:01:42.799><c> encourage</c><00:01:43.439><c> length</c><00:01:44.000><c> which</c><00:01:44.320><c> can</c><00:01:44.560><c> be</c> basic encourage length which can be basic encourage length which can be referred referred referred from<00:01:46.240><c> clause</c><00:01:46.720><c> at</c><00:01:46.960><c> point</c><00:01:47.280><c> 4.3</c> from clause at point 4.3 from clause at point 4.3 within<00:01:49.920><c> the</c><00:01:50.240><c> equations</c><00:01:51.040><c> for</c><00:01:51.280><c> basic</c> within the equations for basic within the equations for basic encouragement<00:01:52.640><c> we</c><00:01:52.799><c> need</c><00:01:53.040><c> to</c> encouragement we need to encouragement we need to determine<00:01:54.159><c> the</c><00:01:54.479><c> ultimate</c><00:01:55.040><c> bone</c><00:01:55.439><c> stress</c><00:01:56.240><c> as</c> determine the ultimate bone stress as determine the ultimate bone stress as referred<00:01:57.040><c> from</c><00:01:57.520><c> clause</c><00:01:58.000><c> at</c><00:01:58.159><c> point</c><00:01:58.479><c> 4.2</c> referred from clause at point 4.2 referred from clause at point 4.2 there<00:02:00.719><c> will</c><00:02:00.880><c> be</c><00:02:01.320><c> considerations</c><00:02:02.399><c> of</c><00:02:02.560><c> the</c><00:02:02.719><c> bone</c> there will be considerations of the bone there will be considerations of the bone conditions conditions conditions whether<00:02:04.479><c> it</c><00:02:04.640><c> is</c><00:02:04.880><c> good</c><00:02:05.200><c> or</c><00:02:05.360><c> poor</c><00:02:05.920><c> and</c><00:02:06.320><c> also</c><00:02:06.799><c> the</c> whether it is good or poor and also the whether it is good or poor and also the size<00:02:07.439><c> of</c><00:02:07.600><c> the</c><00:02:07.840><c> steel</c><00:02:08.160><c> bar</c> size of the steel bar size of the steel bar the<00:02:10.080><c> design</c><00:02:10.720><c> tensile</c><00:02:11.200><c> strength</c><00:02:11.599><c> of</c><00:02:11.680><c> the</c> the design tensile strength of the the design tensile strength of the concrete<00:02:12.480><c> needs</c><00:02:12.800><c> to</c><00:02:13.120><c> be</c> concrete needs to be concrete needs to be calculated<00:02:15.440><c> based</c><00:02:15.840><c> on</c><00:02:16.319><c> the</c><00:02:16.800><c> fctk</c> calculated based on the fctk calculated based on the fctk in<00:02:18.720><c> reference</c><00:02:19.599><c> with</c><00:02:20.000><c> the</c><00:02:20.560><c> partial</c><00:02:21.040><c> factor</c><00:02:21.599><c> of</c> in reference with the partial factor of in reference with the partial factor of safety safety safety the<00:02:24.560><c> design</c><00:02:25.040><c> strength</c><00:02:25.520><c> of</c><00:02:25.680><c> the</c><00:02:25.920><c> steel</c><00:02:26.400><c> bar</c><00:02:26.879><c> is</c> the design strength of the steel bar is the design strength of the steel bar is also also also to<00:02:28.319><c> be</c><00:02:28.640><c> divided</c><00:02:29.440><c> by</c><00:02:29.760><c> the</c><00:02:30.080><c> partial</c><00:02:30.720><c> factors</c><00:02:31.200><c> of</c> to be divided by the partial factors of to be divided by the partial factors of 30<00:02:31.920><c> for</c><00:02:32.080><c> the</c><00:02:32.239><c> steel</c> 30 for the steel 30 for the steel we<00:02:34.080><c> need</c><00:02:34.319><c> to</c><00:02:34.640><c> consider</c><00:02:35.440><c> also</c><00:02:36.000><c> the</c> we need to consider also the we need to consider also the coefficients coefficients coefficients of<00:02:37.680><c> r1</c><00:02:38.160><c> to</c><00:02:38.480><c> alpha</c><00:02:38.959><c> 5</c><00:02:39.680><c> based</c><00:02:40.000><c> on</c><00:02:40.319><c> different</c> of r1 to alpha 5 based on different of r1 to alpha 5 based on different kinds kinds kinds of<00:02:41.680><c> the</c><00:02:41.840><c> anchorage</c><00:02:42.560><c> conditions</c><00:02:43.840><c> and</c><00:02:44.239><c> it</c><00:02:44.480><c> is</c><00:02:44.720><c> to</c> of the anchorage conditions and it is to of the anchorage conditions and it is to ensure<00:02:45.519><c> that</c> ensure that ensure that the<00:02:46.319><c> calculated</c><00:02:47.120><c> design</c><00:02:47.680><c> encourage</c><00:02:48.239><c> length</c> the calculated design encourage length the calculated design encourage length needs<00:02:48.879><c> to</c><00:02:49.040><c> be</c> needs to be needs to be greater<00:02:50.080><c> than</c><00:02:50.480><c> the</c><00:02:50.800><c> minimum</c><00:02:51.440><c> anchorage</c> greater than the minimum anchorage greater than the minimum anchorage length length length as<00:02:53.680><c> this</c><00:02:53.920><c> tuber</c><00:02:54.879><c> is</c><00:02:55.760><c> designated</c><00:02:56.640><c> for</c> as this tuber is designated for as this tuber is designated for tangential<00:02:58.000><c> stress</c><00:02:59.120><c> therefore</c> tangential stress therefore tangential stress therefore this<00:03:00.720><c> equation</c><00:03:01.680><c> is</c><00:03:02.000><c> used</c><00:03:02.319><c> to</c><00:03:02.480><c> determine</c><00:03:03.200><c> the</c> this equation is used to determine the this equation is used to determine the minimum<00:03:04.400><c> anchorage</c><00:03:05.040><c> length</c> minimum anchorage length minimum anchorage length with<00:03:06.400><c> that</c><00:03:06.879><c> let</c><00:03:07.120><c> us</c><00:03:07.440><c> look</c><00:03:07.680><c> into</c><00:03:08.239><c> the</c><00:03:08.640><c> solutions</c> with that let us look into the solutions with that let us look into the solutions to to to calculate<00:03:10.800><c> the</c><00:03:11.599><c> design</c><00:03:12.080><c> encourage</c><00:03:12.720><c> length</c> calculate the design encourage length calculate the design encourage length of<00:03:13.360><c> the</c><00:03:13.599><c> reinforcement</c><00:03:14.400><c> bar</c><00:03:15.680><c> first</c><00:03:16.080><c> we</c><00:03:16.239><c> need</c> of the reinforcement bar first we need of the reinforcement bar first we need to to to determine<00:03:17.599><c> the</c><00:03:18.000><c> bond</c><00:03:18.400><c> conditions</c><00:03:19.200><c> whether</c><00:03:19.680><c> it</c> determine the bond conditions whether it determine the bond conditions whether it is<00:03:20.080><c> good</c><00:03:20.400><c> or</c><00:03:20.640><c> poor</c> is good or poor is good or poor the<00:03:22.319><c> encourage</c><00:03:23.040><c> happens</c><00:03:23.599><c> within</c><00:03:24.080><c> the</c><00:03:24.480><c> column</c> the encourage happens within the column the encourage happens within the column based<00:03:26.480><c> on</c><00:03:26.720><c> the</c><00:03:26.959><c> typical</c><00:03:27.519><c> construction</c> based on the typical construction based on the typical construction process<00:03:28.959><c> of</c><00:03:29.200><c> a</c> process of a process of a reinforced<00:03:30.239><c> concrete</c><00:03:30.840><c> structure</c><00:03:32.000><c> a</c> reinforced concrete structure a reinforced concrete structure a construction construction construction joint<00:03:33.599><c> is</c><00:03:33.840><c> expected</c><00:03:34.640><c> to</c><00:03:34.879><c> be</c><00:03:35.280><c> at</c><00:03:35.519><c> the</c><00:03:35.680><c> same</c> joint is expected to be at the same joint is expected to be at the same level level level of<00:03:36.959><c> a</c><00:03:37.120><c> reinforced</c><00:03:37.840><c> concrete</c><00:03:38.239><c> beam</c><00:03:39.440><c> the</c><00:03:39.760><c> column</c> of a reinforced concrete beam the column of a reinforced concrete beam the column is<00:03:40.640><c> expected</c><00:03:41.360><c> to</c><00:03:41.599><c> be</c><00:03:41.920><c> vertically</c><00:03:42.799><c> cast</c> is expected to be vertically cast is expected to be vertically cast this<00:03:44.959><c> leads</c><00:03:45.360><c> to</c><00:03:45.840><c> the</c><00:03:46.239><c> overall</c><00:03:46.879><c> height</c><00:03:47.280><c> of</c><00:03:47.360><c> the</c> this leads to the overall height of the this leads to the overall height of the casting casting casting to<00:03:48.480><c> be</c><00:03:49.120><c> at</c><00:03:49.280><c> least</c><00:03:49.680><c> more</c><00:03:50.080><c> than</c><00:03:50.480><c> 600</c><00:03:51.120><c> mm</c> to be at least more than 600 mm to be at least more than 600 mm based<00:03:53.280><c> on</c><00:03:53.599><c> the</c><00:03:53.920><c> definitions</c><00:03:55.040><c> of</c><00:03:55.120><c> the</c><00:03:55.360><c> bone</c> based on the definitions of the bone based on the definitions of the bone conditions conditions conditions as<00:03:56.879><c> given</c><00:03:57.360><c> in</c><00:03:57.599><c> eurocode</c><00:03:58.319><c> 2</c><00:03:59.439><c> the</c><00:03:59.760><c> figure</c> as given in eurocode 2 the figure as given in eurocode 2 the figure with<00:04:00.720><c> the</c><00:04:01.120><c> overall</c><00:04:01.840><c> height</c><00:04:02.319><c> h</c><00:04:02.799><c> more</c><00:04:03.200><c> than</c><00:04:03.519><c> 600</c> with the overall height h more than 600 with the overall height h more than 600 mn mn mn is<00:04:05.120><c> referred</c><00:04:07.280><c> this</c><00:04:07.599><c> tuba</c> is referred this tuba is referred this tuba is<00:04:08.959><c> found</c><00:04:09.280><c> to</c><00:04:09.439><c> be</c><00:04:09.760><c> within</c><00:04:10.400><c> the</c><00:04:10.799><c> top</c><00:04:11.040><c> 300</c><00:04:11.760><c> mm</c> is found to be within the top 300 mm is found to be within the top 300 mm from<00:04:12.799><c> the</c><00:04:13.120><c> construction</c><00:04:13.840><c> joint</c> from the construction joint from the construction joint this<00:04:15.840><c> is</c><00:04:16.000><c> the</c><00:04:16.160><c> region</c><00:04:17.199><c> which</c><00:04:17.680><c> is</c><00:04:17.919><c> defined</c><00:04:18.560><c> with</c> this is the region which is defined with this is the region which is defined with poor<00:04:19.359><c> bone</c><00:04:19.680><c> conditions</c><00:04:21.359><c> with</c><00:04:21.680><c> that</c><00:04:21.919><c> we</c><00:04:22.160><c> know</c> poor bone conditions with that we know poor bone conditions with that we know that that that eta<00:04:23.440><c> 1</c><00:04:23.759><c> will</c><00:04:23.919><c> be</c><00:04:24.240><c> equals</c><00:04:24.800><c> to</c><00:04:25.320><c> 0.7</c> eta 1 will be equals to 0.7 eta 1 will be equals to 0.7 next<00:04:28.240><c> we</c><00:04:28.400><c> consider</c><00:04:29.199><c> the</c><00:04:29.680><c> effects</c><00:04:30.240><c> of</c><00:04:30.400><c> the</c><00:04:30.639><c> bar</c> next we consider the effects of the bar next we consider the effects of the bar size size size the<00:04:32.560><c> bar</c><00:04:32.880><c> size</c><00:04:33.360><c> given</c><00:04:34.000><c> is</c><00:04:34.240><c> 25</c><00:04:34.960><c> mm</c> the bar size given is 25 mm the bar size given is 25 mm which<00:04:36.240><c> is</c><00:04:36.639><c> less</c><00:04:36.960><c> than</c><00:04:37.280><c> 32</c><00:04:38.080><c> mm</c> which is less than 32 mm which is less than 32 mm therefore<00:04:40.240><c> eta</c><00:04:40.800><c> 2</c><00:04:41.120><c> will</c><00:04:41.280><c> be</c><00:04:41.600><c> equals</c><00:04:42.160><c> to</c> therefore eta 2 will be equals to therefore eta 2 will be equals to 1.0<00:04:44.960><c> next</c><00:04:45.360><c> we</c><00:04:45.600><c> determine</c> 1.0 next we determine 1.0 next we determine the<00:04:46.639><c> ultimate</c><00:04:47.280><c> bond</c><00:04:47.600><c> stress</c><00:04:48.080><c> based</c><00:04:48.400><c> on</c><00:04:48.720><c> this</c> the ultimate bond stress based on this the ultimate bond stress based on this equation equation equation the<00:04:50.880><c> design</c><00:04:51.440><c> tensile</c><00:04:51.919><c> stress</c><00:04:52.400><c> of</c><00:04:52.479><c> the</c> the design tensile stress of the the design tensile stress of the concrete<00:04:53.280><c> is</c><00:04:53.600><c> calculated</c> concrete is calculated concrete is calculated based<00:04:54.960><c> on</c><00:04:55.280><c> sctk</c><00:04:56.400><c> and</c><00:04:56.720><c> the</c><00:04:56.960><c> factors</c><00:04:57.520><c> of</c><00:04:57.680><c> safety</c> based on sctk and the factors of safety based on sctk and the factors of safety which<00:04:59.040><c> is</c><00:04:59.199><c> found</c><00:04:59.520><c> to</c><00:04:59.680><c> be</c><00:05:00.120><c> 1.33</c><00:05:01.199><c> newton</c><00:05:01.680><c> per</c><00:05:02.000><c> mm</c> which is found to be 1.33 newton per mm which is found to be 1.33 newton per mm square square square this<00:05:04.320><c> gives</c><00:05:04.639><c> us</c><00:05:04.960><c> the</c><00:05:05.440><c> ultimate</c><00:05:06.000><c> bond</c><00:05:06.320><c> stress</c> this gives us the ultimate bond stress this gives us the ultimate bond stress to<00:05:06.960><c> be</c> to be to be equals<00:05:07.840><c> to</c><00:05:08.360><c> 2.09</c><00:05:09.440><c> newton</c><00:05:09.919><c> per</c><00:05:10.160><c> mm</c><00:05:10.560><c> square</c> equals to 2.09 newton per mm square equals to 2.09 newton per mm square next<00:05:11.919><c> we</c><00:05:12.240><c> determine</c><00:05:12.960><c> the</c><00:05:13.440><c> basic</c><00:05:14.080><c> required</c> next we determine the basic required next we determine the basic required anchorage<00:05:15.440><c> length</c> anchorage length anchorage length it<00:05:16.880><c> is</c><00:05:17.199><c> in</c><00:05:17.440><c> the</c><00:05:17.600><c> functions</c><00:05:18.479><c> of</c><00:05:18.960><c> the</c> it is in the functions of the it is in the functions of the design<00:05:20.320><c> tensile</c><00:05:20.880><c> strength</c><00:05:21.280><c> of</c><00:05:21.360><c> the</c><00:05:21.520><c> steel</c><00:05:22.400><c> as</c> design tensile strength of the steel as design tensile strength of the steel as calculated<00:05:23.520><c> based</c><00:05:23.840><c> on</c><00:05:24.000><c> the</c><00:05:24.160><c> equation</c><00:05:24.880><c> here</c> calculated based on the equation here calculated based on the equation here and<00:05:26.720><c> also</c><00:05:27.199><c> the</c><00:05:27.680><c> ultimate</c><00:05:28.240><c> bone</c><00:05:28.560><c> stress</c> and also the ultimate bone stress and also the ultimate bone stress the<00:05:30.479><c> basic</c><00:05:31.039><c> encouragement</c><00:05:31.919><c> required</c><00:05:32.720><c> will</c><00:05:32.880><c> be</c> the basic encouragement required will be the basic encouragement required will be equals<00:05:33.840><c> to</c> equals to equals to 1<00:05:34.560><c> 3</c><00:05:34.880><c> 0</c><00:05:35.199><c> 0</c><00:05:35.680><c> mm</c><00:05:36.960><c> next</c><00:05:37.360><c> we</c><00:05:37.520><c> need</c><00:05:37.759><c> to</c> 1 3 0 0 mm next we need to 1 3 0 0 mm next we need to determine<00:05:38.880><c> the</c><00:05:39.199><c> coefficients</c><00:05:40.240><c> of</c><00:05:40.560><c> alpha</c><00:05:41.120><c> 1</c> determine the coefficients of alpha 1 determine the coefficients of alpha 1 to<00:05:41.919><c> alpha</c><00:05:42.479><c> 5.</c><00:05:43.520><c> referring</c><00:05:44.160><c> to</c> to alpha 5. referring to to alpha 5. referring to table<00:05:45.039><c> 8.2</c><00:05:46.479><c> the</c><00:05:46.720><c> alpha</c><00:05:47.280><c> 1</c> table 8.2 the alpha 1 table 8.2 the alpha 1 to<00:05:48.000><c> our</c><00:05:48.560><c> 5</c><00:05:49.039><c> coefficients</c><00:05:50.000><c> are</c><00:05:50.240><c> given</c> to our 5 coefficients are given to our 5 coefficients are given the<00:05:51.840><c> reinforcement</c><00:05:52.720><c> bar</c><00:05:53.199><c> are</c><00:05:53.800><c> intentions</c> the reinforcement bar are intentions the reinforcement bar are intentions therefore<00:05:55.840><c> we</c><00:05:56.000><c> are</c><00:05:56.160><c> referring</c><00:05:56.800><c> to</c><00:05:57.120><c> this</c> therefore we are referring to this therefore we are referring to this column column column distill<00:06:01.120><c> band</c><00:06:02.639><c> we</c><00:06:02.880><c> shall</c><00:06:03.280><c> refers</c> distill band we shall refers distill band we shall refers to<00:06:04.560><c> this</c><00:06:05.039><c> row</c><00:06:05.520><c> and</c><00:06:05.919><c> this</c><00:06:06.319><c> row</c> to this row and this row to this row and this row for<00:06:07.520><c> alpha</c><00:06:08.000><c> 1</c><00:06:08.400><c> and</c><00:06:08.560><c> alpha</c><00:06:09.039><c> 2.</c> for alpha 1 and alpha 2. for alpha 1 and alpha 2. in<00:06:10.960><c> the</c><00:06:11.199><c> equations</c><00:06:12.080><c> for</c><00:06:12.319><c> the</c><00:06:12.479><c> alpha</c><00:06:12.960><c> 1</c><00:06:13.280><c> and</c> in the equations for the alpha 1 and in the equations for the alpha 1 and alpha<00:06:13.919><c> 2</c> alpha 2 alpha 2 we<00:06:14.800><c> need</c><00:06:15.039><c> to</c><00:06:15.440><c> determine</c><00:06:16.240><c> cd</c> for<00:06:18.960><c> depend</c><00:06:19.600><c> bar</c><00:06:20.479><c> cd</c><00:06:21.120><c> is</c><00:06:21.440><c> determined</c> for depend bar cd is determined for depend bar cd is determined as<00:06:22.479><c> the</c><00:06:22.639><c> minimum</c><00:06:23.440><c> of</c><00:06:23.919><c> air</c><00:06:24.479><c> 2</c> as the minimum of air 2 as the minimum of air 2 and<00:06:25.600><c> c1</c><00:06:27.440><c> c1</c><00:06:28.080><c> is</c><00:06:28.319><c> found</c><00:06:28.639><c> to</c><00:06:28.880><c> be</c> and c1 c1 is found to be and c1 c1 is found to be 100<00:06:29.840><c> mm</c><00:06:31.280><c> however</c> 100 mm however 100 mm however a2<00:06:33.039><c> is</c><00:06:33.199><c> not</c><00:06:33.520><c> given</c><00:06:34.160><c> in</c><00:06:34.479><c> the</c><00:06:34.960><c> question</c> a2 is not given in the question a2 is not given in the question we<00:06:36.560><c> will</c><00:06:36.800><c> assume</c><00:06:37.360><c> that</c><00:06:37.840><c> a2</c><00:06:38.400><c> divided</c><00:06:38.960><c> by</c><00:06:39.280><c> 2</c><00:06:39.600><c> will</c> we will assume that a2 divided by 2 will we will assume that a2 divided by 2 will not<00:06:40.000><c> be</c> not be not be greater<00:06:40.880><c> than</c><00:06:41.280><c> c1</c><00:06:41.919><c> in</c><00:06:42.000><c> this</c><00:06:42.319><c> case</c> greater than c1 in this case greater than c1 in this case cd<00:06:44.800><c> now</c><00:06:45.120><c> is</c><00:06:45.360><c> found</c><00:06:45.680><c> to</c><00:06:45.840><c> be</c><00:06:46.080><c> 100</c><00:06:46.840><c> mm</c> cd now is found to be 100 mm cd now is found to be 100 mm it<00:06:48.639><c> is</c><00:06:48.800><c> found</c><00:06:49.199><c> to</c><00:06:49.360><c> be</c><00:06:49.680><c> greater</c><00:06:50.319><c> than</c><00:06:50.720><c> 3</c><00:06:51.120><c> times</c> it is found to be greater than 3 times it is found to be greater than 3 times the the the bar<00:06:52.240><c> diameter</c><00:06:52.880><c> size</c><00:06:54.000><c> we</c><00:06:54.160><c> will</c><00:06:54.400><c> know</c><00:06:54.800><c> alpha</c><00:06:55.280><c> 1</c> bar diameter size we will know alpha 1 bar diameter size we will know alpha 1 will<00:06:55.840><c> be</c> will be will be equals<00:06:56.720><c> to</c><00:06:57.319><c> 0.7</c> equals to 0.7 equals to 0.7 to<00:06:59.360><c> determine</c><00:07:00.160><c> alpha</c><00:07:00.720><c> 2</c><00:07:01.520><c> this</c><00:07:02.000><c> equation</c> to determine alpha 2 this equation to determine alpha 2 this equation is<00:07:03.280><c> referred</c><00:07:04.639><c> substitute</c><00:07:05.280><c> relevant</c><00:07:05.919><c> value</c> is referred substitute relevant value is referred substitute relevant value into<00:07:06.800><c> the</c><00:07:07.039><c> equations</c> into the equations into the equations alpha<00:07:09.039><c> 2</c><00:07:09.440><c> is</c><00:07:09.599><c> found</c><00:07:09.919><c> to</c><00:07:10.160><c> be</c><00:07:10.479><c> equals</c><00:07:11.039><c> to</c><00:07:11.720><c> 0.85</c> alpha 2 is found to be equals to 0.85 alpha 2 is found to be equals to 0.85 the<00:07:14.160><c> number</c><00:07:14.800><c> is</c><00:07:15.360><c> between</c><00:07:15.960><c> 0.7</c> the number is between 0.7 the number is between 0.7 and<00:07:17.280><c> 1.0</c><00:07:18.960><c> therefore</c><00:07:19.919><c> alpha</c><00:07:20.479><c> 2</c> and 1.0 therefore alpha 2 and 1.0 therefore alpha 2 is<00:07:21.199><c> used</c><00:07:21.599><c> as</c><00:07:22.360><c> 0.85</c> is used as 0.85 is used as 0.85 next<00:07:24.880><c> we</c><00:07:25.280><c> look</c><00:07:25.520><c> into</c><00:07:26.160><c> alpha</c><00:07:26.720><c> 3</c><00:07:27.199><c> alpha</c><00:07:27.599><c> 4</c> next we look into alpha 3 alpha 4 next we look into alpha 3 alpha 4 and<00:07:28.400><c> alpha</c><00:07:28.840><c> 5.</c><00:07:30.080><c> the</c><00:07:30.319><c> three</c><00:07:30.639><c> coefficients</c> and alpha 5. the three coefficients and alpha 5. the three coefficients is<00:07:31.919><c> referring</c><00:07:32.560><c> to</c><00:07:32.960><c> different</c><00:07:33.520><c> confinement</c> is referring to different confinement is referring to different confinement conditions conditions conditions in<00:07:36.000><c> this</c><00:07:36.319><c> case</c><00:07:37.280><c> no</c><00:07:37.599><c> confinement</c><00:07:38.560><c> is</c> in this case no confinement is in this case no confinement is assumed<00:07:40.080><c> therefore</c><00:07:41.039><c> alpha</c><00:07:41.440><c> 3</c> assumed therefore alpha 3 assumed therefore alpha 3 alpha<00:07:42.400><c> 4</c><00:07:42.880><c> and</c><00:07:43.120><c> alpha</c><00:07:43.599><c> 5</c><00:07:44.080><c> are</c><00:07:44.400><c> irrelevant</c> alpha 4 and alpha 5 are irrelevant alpha 4 and alpha 5 are irrelevant in<00:07:45.680><c> this</c><00:07:46.000><c> example</c><00:07:48.000><c> substitute</c><00:07:48.720><c> the</c><00:07:49.039><c> relevant</c> in this example substitute the relevant in this example substitute the relevant value<00:07:50.240><c> into</c><00:07:50.720><c> the</c><00:07:50.960><c> equations</c><00:07:51.840><c> to</c> value into the equations to value into the equations to determine<00:07:52.879><c> the</c><00:07:53.199><c> required</c><00:07:53.840><c> encourage</c><00:07:54.479><c> length</c> determine the required encourage length determine the required encourage length the<00:07:56.400><c> es</c><00:07:57.039><c> required</c><00:07:57.759><c> is</c><00:07:58.000><c> not</c><00:07:58.240><c> given</c><00:07:58.720><c> in</c><00:07:58.879><c> the</c> the es required is not given in the the es required is not given in the question question question therefore<00:08:01.120><c> we</c><00:08:01.280><c> just</c><00:08:01.520><c> simply</c><00:08:02.000><c> assume</c><00:08:02.560><c> that</c><00:08:03.039><c> a</c><00:08:03.280><c> s</c> therefore we just simply assume that a s therefore we just simply assume that a s required<00:08:04.240><c> will</c><00:08:04.400><c> be</c> required will be required will be equals<00:08:05.199><c> to</c><00:08:05.520><c> as</c><00:08:06.000><c> provided</c><00:08:07.440><c> so</c> equals to as provided so equals to as provided so that<00:08:08.080><c> the</c><00:08:08.319><c> ratio</c><00:08:08.800><c> here</c><00:08:09.120><c> will</c><00:08:09.360><c> be</c><00:08:09.680><c> equals</c><00:08:10.160><c> to</c> that the ratio here will be equals to that the ratio here will be equals to 1.0 1.0 1.0 the<00:08:13.520><c> required</c><00:08:14.160><c> encourage</c><00:08:14.800><c> length</c><00:08:15.199><c> is</c><00:08:15.360><c> later</c> the required encourage length is later the required encourage length is later found<00:08:16.240><c> to</c><00:08:16.400><c> be</c> found to be found to be equals<00:08:17.280><c> to</c><00:08:17.960><c> 774</c><00:08:19.120><c> mm</c> this<00:08:22.639><c> is</c><00:08:22.960><c> later</c><00:08:23.520><c> to</c><00:08:23.680><c> be</c><00:08:24.080><c> checked</c><00:08:24.400><c> against</c><00:08:24.960><c> the</c> this is later to be checked against the this is later to be checked against the tension's<00:08:27.199><c> minimum</c><00:08:27.759><c> anchorage</c><00:08:28.319><c> length</c> tension's minimum anchorage length tension's minimum anchorage length which<00:08:29.599><c> later</c><00:08:30.240><c> is</c><00:08:30.479><c> found</c><00:08:30.800><c> to</c><00:08:31.039><c> be</c><00:08:31.360><c> 390</c><00:08:32.399><c> mm</c> which later is found to be 390 mm which later is found to be 390 mm the<00:08:34.320><c> calculated</c><00:08:35.200><c> required</c><00:08:35.760><c> encourage</c><00:08:36.479><c> length</c> the calculated required encourage length the calculated required encourage length of of of 774<00:08:38.560><c> is</c><00:08:38.719><c> found</c><00:08:39.039><c> satisfactory</c>

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